Optimized confining steel bar layout structure of high-axial-force reinforced concrete column
Through the optimized confined steel bar layout structure, the construction problems of high-axis reinforced concrete columns and the problem of low confined efficiency are solved, and the construction and structure safety improvements are achieved according to the drawings, reducing costs and construction risks.
Patent Information
- Application Number
- CN202410877405.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Priority Date
- 2023-07-07
- Filing Date
- 2024-07-02
- Publication Date
- 2025-01-07
AI Technical Summary
Under high axial force conditions, the construction of traditional reinforced concrete columns is difficult to complete according to design standards, resulting in structural safety defects and increased construction costs, and the installation complexity and cost of combined ribs are not economical.
Adopted an optimized confined steel bar layout structure, including multiple longitudinal main ribs, transverse horizontal ribs, transverse vertical ribs and stirrups. The firm installation of the reinforcement is ensured through specific bending length and diameter relationships, avoid construction conflicts and increase confining efficacy.
The constructionability and convergence efficiency of high-axis reinforced concrete columns have been improved according to the drawing, reducing construction costs, enhancing the shock resistance of the structure, and avoiding the risk of earthquake tilt or collapse caused by poor construction.
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Abstract
Description
Technical Field
[0001] The present invention relates to a steel bar structure of a reinforced concrete column of a building, and in particular to an optimized transversely bounded steel bar layout structure of a high-axial force reinforced concrete column, which can avoid the occurrence of steel bar construction conflicts of the high-axial force reinforced concrete column, so as to improve the safety defects of the building structure when the construction results at the construction site cannot be completed according to the design standard drawings. Background Art
[0002] The main functions of transverse reinforcement in reinforced concrete (RC) column sections are to provide shear strength, prevent longitudinal reinforcement from buckling under compression, and confine the core concrete. For buildings in earthquake-prone areas, the latter two are very important for the development of column flexural toughness. Traditional transverse stirrups usually consist of a complete outer stirrup (hereinafter referred to as traditional column stirrup) around the two ends of the section and connected with 135-degree anchor hooks, and several tie bars (hereinafter referred to as 135 / 90 tie bars) with 135-degree hooks at one end and 90-degree hooks at the other end. Figure 1 shown.
[0003] In addition, according to ACI318-19 published by the American Concrete Institute, when the column axial force is higher than
[0004] A g (in is the nominal compressive strength of concrete, A g When the cross-sectional area of the column is the total cross-sectional area, each longitudinal main reinforcement has closed stirrups or ties to provide lateral support, such as Figure 2 If the tie bars are all bent with 135 degree hooks (hereinafter referred to as 135 / 135 hooks), taking the 600x600mm section, D25 main reinforcement and D13 transverse reinforcement as an example, the construction drawing is drawn in accordance with the actual column section size, reinforcement size and 135 / 135 hook bend, then the column section is as follows: Figure 2 As shown in the construction drawing, the hooks of the tie bars are tangled together, and the seismic-resistant hooks of the tie bars cannot be constructed according to the design standard drawings to complete the installation of the steel cage of the reinforced concrete column.
[0005] Furthermore, if the design unit arranges three main reinforcement bars in a bundle at the four corners of the column, the transverse hoop reinforcement has a major mechanical defect that the 135-degree anchor hooks at both ends of the starting and ending ends cannot be used for bundling according to the design standard drawings. The present invention can also solve the problem that Figure 7 shown.
[0006] Civil Engineering 401-110 is based on the American ACI 318-19 standard and is the "Concrete Design Specification and Interpretation". In addition to the existing provisions of ACI 318-19, the special provisions on the seismic resistance of the transverse reinforcement of column components are A g In the case of high axial force, all main bars must be surrounded by external stirrup corners or seismic hooks. The tie bars with seismic hooks at both ends are relaxed to traditional ties with 135-degree hooks at one end and 90-degree hooks at the other end, i.e. 135 / 90 ties. However, the amount of transverse reinforcement must be increased according to the new formula of ACI 318-19. As a result, when the column section contains a large amount of longitudinal reinforcement, it is difficult to accurately install the bars in the standard configuration position when assembling the column reinforcement cage. This will result in the confinement efficiency of the transverse reinforcement being lower than the design value of the high axial force reinforced concrete column.
[0007] In order to improve the above seismic design specifications A g High axial force (including is the nominal compressive strength of concrete, A g =Total cross-sectional area of the column), all peripheral longitudinal reinforcements must be supported by closed stirrups or ties to provide lateral support. However, the high axial force reinforced concrete columns using traditional stirrups and 135 / 90 ties or 135 / 135 ties cannot be constructed according to the design standard drawings. "Combined ties" can be used, such as Figure 3 The improvement method shown in the figure. Each combined tie bar is composed of two J-shaped steel bars with a 180-degree hook at one end and a straight J-shaped steel bar at the other end. Two straight J-shaped steel bars are combined into a combined tie bar. When implemented, the bars are inserted into the column from the opposite side. As long as the net spacing of the main bars meets the requirements of the design specifications, there is enough space to install the combined tie bars. The 180-degree hook of each J-shaped steel bar can be closely connected with the longitudinal main bars of the column, and the other end can be installed on the transverse column stirrups and tied to the hook of another J-shaped steel bar with iron wire. In this way, the construction conflict of 135 / 135 tie bars or 135 / 90 traditional tie bars can be improved. In addition, one of the combined J-shaped steel bars has its straight end mounted on the outer bar, and the straight end of the second J-shaped steel bar is fixed to the first J-shaped steel bar with iron wire, so as to avoid the displacement of the J-shaped steel bar during concrete pouring. Basically, as long as the required length of tensile lap is exceeded, the expected function of the combined tie bar can be exerted. However, this combined tie method requires that the hooks and ends of each set of combined tie bars be tied to the column main bars step by step with iron wires on the traditional stirrups. This leads to a significant increase in direct labor costs for construction. The cost of the combined tie bars will be doubled compared to the original design amount, which is not economical. There is also the risk of additional increase in the net load of the column and the possibility of invalid overlap of the combined tie bars in the column. Therefore, there are at least two concerns about the improvement of "combined tie bars", namely, the seismic performance and the relatively unconservative implementation cost.
[0008] In view of the increasingly stringent requirements for the main reinforcement system when reinforced concrete columns are subjected to high axial forces, the installation of 135 / 90 tie bars will become increasingly difficult in the future. For high-axial force bottom column components of medium- and high-rise reinforced concrete buildings, this application proposes to consider eliminating tie bar installation construction conflicts; and to meet the results of construction according to the drawings and at an appropriate cost. "Optimized confining reinforcement layout structure for high-axial force reinforced concrete columns" is expected to improve the constructability of reinforced concrete columns according to the drawings, and improve the confining efficiency of high-axial force structural columns to enhance the seismic resistance of the main components to meet design requirements, thereby avoiding the tragedy of high-axial force reinforced concrete columns tilting or even collapsing due to earthquakes due to poor construction.
[0009] In summary, the "optimized confining reinforcement layout structure for high-axial force reinforced concrete columns" proposed in the present invention can meet the confining efficiency required by high-axial force reinforced concrete structural columns with its improved closed stirrups and tie bars, and can also solve the risk of the aforementioned combined tie bars doubling the amount of the original design, increasing construction costs, and the possibility of invalid overlap of the tie bars in the high-axial force structural column. The effect of improving the construction results at the construction site to meet the design drawings of the high-axial force structural columns is achieved. In turn, the effect of improving the seismic structural safety of the building is achieved. Summary of the invention
[0010] Therefore, the present invention discloses an embodiment of an optimized bundled steel bar arrangement structure for a high axial force reinforced concrete column, which at least includes a plurality of longitudinal main bars, a plurality of transverse horizontal tie bars, a plurality of transverse vertical tie bars, and at least one transverse first hoop bar. The plurality of main bars are arranged vertically and longitudinally on a square setting surface of the high axial force reinforced concrete column, and are configured as follows: at least one longitudinal main bar is arranged in each of the four corners and four peripheral areas of the square setting surface. The plurality of transverse horizontal tie bars are arranged in the X-axis direction or the transverse axis direction of the square setting surface and are fixed on the plurality of main bars, and each of the transverse horizontal tie bars is formed by bending a single steel bar with a diameter of Dx to form a rectangular profile with six 90-degree right angles, and has a first starting anchoring section formed by a 90-degree bending length Lx1 at the starting end, and a first ending anchoring section formed by a 90-degree bending length Lx2 at the terminal. A plurality of transverse vertical tie bars are arranged in the Y-axis direction or the longitudinal direction of the square setting surface and fixed on the plurality of main bars. Each of the vertical tie bars is formed by bending a single steel bar with a diameter of Dy to form a rectangular profile with at least 6 90-degree right angles, and a second starting anchoring section formed by a 90-degree bending length Ly1 at the starting end, and a second ending anchoring section formed by a 90-degree bending length Ly2 at the terminal. At least one transverse first stirrup is orthogonal to the plurality of transverse horizontal tie bars and the transverse vertical tie bars and fixed on the plurality of main bars. Each of the first stirrups is formed by bending a single steel bar with a diameter of Da to form a rectangular profile with 6 90-degree right angles, and a third starting anchoring section formed by a 90-degree bending length La1 at the starting end, and a third ending anchoring section formed by a 90-degree bending length La2 at the terminal. The anchorage length La1p of the third starting anchorage section of the first stirrup, the anchorage length La2p of the third ending anchorage section of the first stirrup, the diameter Dx of the horizontal tie bar, the diameter Dy of the vertical tie bar, and the diameter Da of the stirrup meet any one of the following relationships (1) to (3):
[0011] La1p=La2p≧12Dx≧15cm…………(1)
[0012] La1p=La2p≧12Dy≧15cm…………(2)
[0013] La1p=La2p≧12Da≧15cm…………(3).
[0014] In addition, the present invention discloses another embodiment of an optimized steel bar arrangement structure for a high axial force reinforced concrete column, which at least includes a plurality of longitudinal main bars, a plurality of transverse horizontal tie bars, a plurality of transverse vertical tie bars, and at least one transverse second hoop bar. The plurality of main bars are arranged vertically and longitudinally on a square setting surface of the high axial force reinforced concrete column, and are configured as follows: at least one main bar is arranged in each of the four corners and four peripheral areas of the square setting surface. The plurality of transverse horizontal tie bars are arranged in the X-axis direction or the transverse direction of the square setting surface and are fixed on the plurality of main bars, and each of the transverse horizontal tie bars is formed by bending a single steel bar with a diameter of Dx to form a rectangular profile with six 90-degree right angles, and has a first starting anchoring section formed by a 90-degree bending length Lx1 at the starting end, and a first ending anchoring section formed by a 90-degree bending length Lx2 at the terminal. A plurality of vertical tie bars are arranged in the Y-axis direction or the longitudinal direction of the square setting surface and fixed on the plurality of main bars. Each of the vertical tie bars is formed by bending a single steel bar with a diameter of Dy to form a rectangular outline with six 90-degree right angles, and a second starting anchoring section formed by a 90-degree bending length Ly1 at the starting end, and a second ending anchoring section formed by a 90-degree bending length Ly2 at the terminal. At least one second stirrup is orthogonal to the plurality of horizontal tie bars and the vertical tie bars and fixed on the plurality of main bars. Each of the second stirrups is formed by bending a single steel bar with a diameter of Db to form a rectangular outline with four 90-degree right angles, a fourth starting anchoring section formed by a 135-degree bending length Lb1 at the starting end, and a fourth ending anchoring section formed by a 135-degree bending length Lb2 at the terminal. The right angle portion of the overlapping intersection point formed by the overlapping intersection point of Lb1 and Lb2 and other 90-degree right angle portions constitute the rectangular outline. The length Lb1 of the fourth starting anchoring segment, the length Lb2 of the fourth ending anchoring segment, the diameter Dx of the horizontal tie bar, and the diameter Dy of the vertical tie bar meet any one of the following relationships (4) to (5):
[0015] Lb1=Lb2=Dx≧6Dx≧12cm……………………(4)
[0016] Lb1=Lb2=Dy≧6Dy≧12cm……………………(5).
[0017] In another embodiment, the average diameter Dm of the main reinforcement, the diameter Dx of the horizontal tie reinforcement, the diameter Dy of the vertical tie reinforcement, and the diameter Da of the first stirrup meet any one of the following relationships (6) to (9):
[0018] Dm>Dx=Dy……………………(6)
[0019] Dm>Dx=Da……………………(7)
[0020] Dm>Dy=Da……………………(8)
[0021] Dm>Dx=Dy=Da……………………(9).
[0022] In another embodiment, the average diameter Dm of the main reinforcement, the diameter Dx of the horizontal reinforcement, the diameter Dy of the vertical reinforcement, and the diameter Db of the second stirrup meet any one of the following relationships (10) to (13):
[0023] Dm>Dx=Dy……………………(10);
[0024] Dm>Dx=Db……………………(11);
[0025] Dm>Dy=Db……………………(12);
[0026] Dm>Dx=Dy=Db……………………(13).
[0027] In another embodiment, the length Lx1 of the first starting anchoring segment of the horizontal tie bar, the length Lx2 of the first ending anchoring segment, the length Ly1 of the second starting anchoring segment of the vertical tie bar, and the length Ly2 of the second ending anchoring segment meet any one of the following relationships (14) to (16):
[0028] Lx1=Lx2 and Ly1=Ly2……………………(14).
[0029] Lx1≧Ly1 and Lx2≧Ly2……………………(15).
[0030] Lx2≦Ly2 and Lx1≦Ly1……………………(16).
[0031] In another embodiment, the number of the horizontal tie bars is at least 1 or more; and the number of the vertical tie bars is at least 1 or more.
[0032] In another embodiment, at least three main ribs are respectively arranged at the four corners of the square setting surface; and at least three main ribs are respectively arranged at the four peripheral areas of the square setting surface.
[0033] In another embodiment, the third starting anchoring section length La1 and the third ending anchoring section length La2 of the first stirrup meet the following relationship: La1≧La2 or La2≧La1.
[0034] In another embodiment, the third starting anchoring section and the third ending anchoring section of the first stirrup are not anchored at any corner of the square setting surface, but are parallel to the horizontal tie bars and / or the vertical tie bars and are anchored into the core concrete of the column.
[0035] In another embodiment, at least one main rib is disposed at each of the four corners of the square setting surface; and at least two main ribs are disposed at each of the four peripheral areas of the square setting surface.
[0036] In another embodiment, the second stirrups are formed by bending a single steel bar with a diameter of Db to have three 90-degree right angles and a fourth starting anchoring section formed by a 135-degree bending length Lb1 at the starting end, and a fourth ending anchoring section formed by a 135-degree bending length Lb2 at the terminal. The rectangular outline is formed by the overlapping intersection right angle of Lb1 and Lb2 and the three 90-degree right angles; and the fourth starting anchoring section and the fourth ending anchoring section of the second stirrup are anchored and fixed at any corner of the square setting surface and surround at least one main bar.
[0037] In another embodiment, the length Lb1 of the fourth starting anchoring section and the length Lb2 of the fourth ending anchoring section of the second stirrup meet the relationship Lb1≧Lb2 or Lb2≧Lb1. BRIEF DESCRIPTION OF THE DRAWINGS
[0038] Figure 1 A schematic diagram showing the transverse reinforcement configuration of a reinforced concrete seismic column in the prior art.
[0039] Figure 2 The figure shows the transverse reinforcement arrangement in accordance with the requirements of ACI 318-19 in the prior art.
[0040] Figure 3 A schematic diagram showing the composition of combined reinforcement bars in the prior art.
[0041] Figure 4 A cross-sectional schematic diagram showing the optimized bundled steel bar layout structure of the high axial force reinforced concrete column of the present invention.
[0042] Figure 5 It is a schematic diagram showing the structure of the horizontal tie bar 20 of the present invention.
[0043] Figure 6 It is a schematic diagram showing the structure of the vertical tie bar 30 of the present invention.
[0044] Figure 7 It is a schematic structural diagram showing the first stirrup 40 of the present invention.
[0045] Figure 8 A schematic cross-sectional view showing an optimized bundled steel bar arrangement structure for a high axial force reinforced concrete column according to another embodiment of the present invention.
[0046] Fig. 9 It is a schematic diagram showing the structure of the second stirrup 50 of the present invention.
[0047] Wherein: P: square setting surface; 10: main reinforcement; 11: corner; 12: surrounding area; 20: horizontal tie reinforcement; 30: vertical tie reinforcement; 40: first stirrup; 50: second stirrup; 27: first starting anchoring section; 28: first ending anchoring section; 37: second starting anchoring section; 38: second ending anchoring section; 47: third starting anchoring section; 48: third ending anchoring section; 57: fourth starting anchoring section; 58: fourth ending anchoring section; 21: 90 degree right angle; 22: 90 degree right angle; 23: 90 degree right angle; 24: 90 degree right angle; 25: 90 degree right angle; 26: 90 degree right angle; 31: 90 degree right angle; 32: 90 degree right angle; 33: 90 degree right angle; 34: 9 0 degree right angle portion; 35: 90 degree right angle portion; 36: 90 degree right angle portion; 41: 90 degree right angle portion; 42: 90 degree right angle portion; 43: 90 degree right angle portion; 44: 90 degree right angle portion; 45: 90 degree right angle portion; 46: 90 degree right angle portion; 51: overlapping intersection right angle portion; 52: 90 degree right angle portion; 53: 90 degree right angle portion; 54: 90 degree right angle portion; Lx1: length of the first starting anchoring segment; Lx2: length of the first ending anchoring segment; Ly1: length of the second starting anchoring segment; Ly2: length of the second ending anchoring segment; La1: length of the third starting anchoring segment; La2: length of the third ending anchoring segment; Lb1: length of the fourth starting anchoring segment; Lb2: length of the fourth ending anchoring segment. DETAILED DESCRIPTION
[0048] The following provides a detailed description of a specific embodiment of the present invention. However, the present invention is not limited to the following embodiments, and the figures in the present invention are all schematic diagrams, which are mainly intended to represent the connection relationship between various components, mechanisms, and modules. This implementation method is described in detail with each figure as follows.
[0049] First, see Figure 4 , which is a cross-sectional schematic diagram showing the optimized reinforcement layout structure of the high axial force reinforced concrete column of the present invention, which includes a plurality of longitudinal main bars 10, a plurality of transverse horizontal tie bars 20, a plurality of transverse vertical tie bars 30 and at least one first stirrup 40. See also Figures 5 to 7 , which is a structural schematic diagram showing the horizontal tie reinforcement 20, the vertical tie reinforcement 30 and the first stirrup 40 in sequence.
[0050] like Figure 4As shown, on a square setting surface P of the high axial force reinforced concrete column, the plurality of longitudinal main bars 10 are respectively arranged perpendicular to the ground and are configured as follows: at least one main bar 10 is arranged at the four corners 11 of the square setting surface P, and at least two main bars 10 are respectively arranged at the four peripheral areas 12 of the square setting surface P; see also Figure 4 Also see Figure 5 The multiple horizontal tie bars 20 are respectively arranged in the X-axis direction or the transverse direction of the square setting surface P and fixed on the multiple main bars 10. Each of the horizontal tie bars 20 is formed by bending a single steel bar to form a rectangular outline with 6 90-degree right-angle portions 21, 22, 23, 24, 25, and 26, and has a first starting anchoring section 27 formed by a 90-degree bending length Lx1 at the starting end and a first ending anchoring section 28 formed by a 90-degree bending length Lx2 at the terminal.
[0051] As above, please refer to Figure 4 Also see Figure 6 The plurality of vertical tie bars 30 are arranged in the Y-axis direction or the longitudinal direction of the square setting surface and fixed on the plurality of main bars 10. Each of the vertical tie bars is formed by bending a single steel bar into a rectangular profile with six 90-degree right-angle portions 31, 32, 33, 34, 35, 36, and has a second starting anchoring section 37 formed by a 90-degree bending length Ly1 at the starting end and a second ending anchoring section 38 formed by a 90-degree bending length Ly2 at the terminal. Also, please refer to Figure 4 Also see Figure 7 , the at least one first stirrup 40 is orthogonal to the horizontal tie reinforcement 20 and the vertical tie reinforcement 30 and fixed on the multiple main reinforcements 10, and each of the first stirrups 40 is formed by bending a single steel bar into: a rectangular outline with 6 90-degree right-angle portions 41, 42, 43, 44, 45, and 46, a third starting anchoring section 47 formed by a 90-degree bending length La1 at the starting end, and a third ending anchoring section 48 formed by a 90-degree bending length La2 at the terminal, and the length La1 of the third starting anchoring section 47 and the length La2 of the third ending anchoring section 48 of the first stirrup 40 meet the following relationship: La1≧La2 or La2≧La1.
[0052] According to the technical concept of the present invention, when the average diameter of each main bar 10 is set to Dm, the diameter of the steel bar constituting the horizontal tie bar 20 is set to Dx, the diameter of the steel bar constituting the vertical tie bar 30 is set to Dy, and the diameter of the steel bar constituting the first stirrup 40 is set to Da, the length La1p (i.e., the first column anchorage length of the closed stirrup, not shown) of the third starting anchorage section 47 of the first stirrup 40 and the horizontal tie bar 20 anchored in parallel to each other in the core concrete of the column, the length La2p (i.e., the second column anchorage length of the closed stirrup, not shown) of the third ending anchorage section 48 of the first stirrup 40 and the horizontal tie bar 20 anchored in parallel to each other in the core concrete of the column, the average diameter Dm of the main bar 10, the diameter Dx of the horizontal tie bar 20, the diameter Dy of the vertical tie bar 30, and the diameter Da of the first stirrup 40 meet any one of the following relationships (1) to (3):
[0053] (1) La1p = La2p ≧ 12Dx ≧ 15cm;
[0054] (2) La1p = La2p ≧ 12Dy ≧ 15cm;
[0055] (3) La1p = La2p ≧ 12Da ≧ 15cm.
[0056] Furthermore, the average diameter Dm of the main reinforcement 10, the diameter Dx of the horizontal tie reinforcement 20, the diameter Dy of the vertical tie reinforcement 30, and the diameter Da of the first stirrup 40 satisfy any one of the following equations (6) to (9):
[0057] (6) Dm > Dx = Dy;
[0058] (7) Dm > Dx = Da;
[0059] (8) Dm>Dy=Da
[0060] (9)Dm>Dx=Dy=Da.
[0061] Furthermore, the length Lx1 of the first starting anchoring segment of the horizontal tie bar, the length Lx2 of the first ending anchoring segment, the length Ly1 of the second starting anchoring segment of the vertical tie bar, and the length Ly2 of the second ending anchoring segment meet any one of the following equations (14) to (16):
[0062] (14) Lx1 = Lx2 and Ly1 = Ly2;
[0063] (15) Lx1≧Ly1 and Lx2≧Ly2;
[0064] (16)Lx2≦Ly2 and Lx1≦Ly1.
[0065] Furthermore, according to the technical concept of the present invention, on a square setting surface P of the high axial force reinforced concrete column, the number of the horizontal tie bars 20 is at least one or more, and the number of the vertical tie bars 30 is at least one or more.
[0066] In addition, in the present embodiment, at least three main bars are respectively provided at the four corners 11 of the square setting surface P, and at least two main bars are respectively provided at the four peripheral areas 12 of the square setting surface P. Therefore, the third starting anchoring section 47 and the third ending anchoring section 48 of the first stirrup 40 are not anchored and fixed at any corner 11 of the square setting surface P, but are anchored and fixed in parallel with the horizontal tie bars 20 and / or the vertical tie bars 30 to the core of the column concrete.
[0067] Also, see Figure 8 , which is a cross-sectional schematic diagram showing an optimized reinforcement layout structure of a high axial force reinforced concrete column according to another embodiment of the present invention, which includes a plurality of main reinforcements 10, a plurality of horizontal tie reinforcements 20, a plurality of vertical tie reinforcements 30, and at least one second stirrup 50. See also Fig. 9 , which is a schematic diagram showing the structure of the second stirrup 50, and the structures of the horizontal tie bars 20 and the vertical tie bars 30 are as shown in Figure 5 and Figure 6 shown.
[0068] like Figure 8 As shown, on a square setting surface P of the high axial force reinforced concrete column, the plurality of main bars 10 are respectively arranged vertically on the ground and are configured as follows: at least one main bar 10 is respectively arranged in four corners 11 and four peripheral areas 12 of the square setting surface P; see also Figure 8 Also see Figure 5 The multiple horizontal tie bars 20 are respectively arranged in the X-axis direction or the transverse direction of the square setting surface P and fixed on the multiple main bars 10. Each of the horizontal tie bars 20 is formed by bending a single steel bar to have a rectangular outline with 6 90-degree right-angle portions 21, 22, 23, 24, 25 and 26, and has a first starting anchoring section 27 formed by a 90-degree bending length Lx1 at the starting end and a first ending anchoring section 28 formed by a 90-degree bending length Lx2 at the terminal.
[0069] As above, please refer to Figure 8 Also see Figure 6The plurality of vertical tie bars 30 are arranged in the Y-axis direction or the longitudinal direction of the square setting surface and fixed on the plurality of main bars 10. Each of the vertical tie bars is formed by bending a single steel bar into a rectangular profile with six 90-degree right-angle portions 31, 32, 33, 34, 35, 36, and has a second starting anchoring section 37 formed by a 90-degree bending length Ly1 at the starting end and a second ending anchoring section 38 formed by a 90-degree bending length Ly2 at the terminal. Also, please refer to Figure 8 Also see Fig. 9 , the at least second stirrups 50 are respectively orthogonal to the horizontal tie bars 20 and the vertical tie bars 30 and fixed on the plurality of main bars 10, each of the second stirrups 50 is formed by bending a single steel bar into: a rectangular profile with three 90-degree right angles 52, 53, 54, a fourth starting anchoring section 57 formed by a 135-degree bending length Lb1 at the starting end, and a fourth ending anchoring section formed by a 135-degree bending length Lb2 at the terminal. The fourth starting anchoring section 57 and the fourth ending anchoring section 58 are staggered with each other to form an overlapping intersection right angle section 51, and the length Lb1 of the fourth starting anchoring section 57 and the length Lb2 of the fourth ending anchoring section 58 of the second stirrup 50 meet the following relationship: Lb1≧Lb2 or Lb2≧Lb1.
[0070] According to the technical concept of the present invention, when the average diameter of each main reinforcement 10 is set to Dm, the diameter of the steel bar constituting the horizontal tie reinforcement 20 is set to Dx, the diameter of the steel bar constituting the vertical tie reinforcement 30 is set to Dy, and the diameter of the steel bar constituting the first stirrup 40 is set to Da, the length Lb1 of the fourth starting anchoring section, the length Lb2 of the fourth ending anchoring section, the diameter Dx of the horizontal tie reinforcement 20, and the diameter Dy of the vertical tie reinforcement 30 meet any one of the following relationships (4) to (5):
[0071] (4) Lb1 = Lb2 ≧ 6Dx ≧ 12cm;
[0072] (5) Lb1 = Lb2 ≧ 6Dy ≧ 12cm.
[0073] Furthermore, the average diameter Dm of the main reinforcement 10, the diameter Dx of the horizontal tie reinforcement 20, the diameter Dy of the vertical tie reinforcement 30, and the diameter Db of the second stirrup 50 satisfy any one of the following equations (10) to (13):
[0074] (10) Dm > Dx = Dy;
[0075] (11) Dm > Dx = Db;
[0076] (12) Dm > Dy = Db;
[0077] (13) Dm > Dx = Dy = Db.
[0078] Furthermore, in this embodiment, on a square setting surface P of the high axial force reinforced concrete column, at least one main reinforcement 10 is respectively arranged at the four corners 11, at least two main reinforcements 10 are respectively arranged at the four peripheral areas 12, and the second stirrups 50 are respectively bent by a single steel bar with a diameter of Db to form: three 90-degree right angles 52, 53, and 54. And the fourth starting anchoring section 57 formed by a 135-degree bending length Lb1 at the starting end and the fourth ending anchoring section 58 formed by a 135-degree bending length Lb2 at the terminal end form an overlapping intersection right angle section 51. The overlapping intersection right angle section 51 and the 52, 53, and 5 form a rectangular outline with four 90-degree right angle sections.
[0079] In another embodiment, the length Lb1 of the fourth starting anchoring section and the length Lb2 of the fourth ending anchoring section of the second stirrup meet the relationship Lb1≧Lb2 or Lb2≧Lb1.
[0080] Through the above embodiments, the optimized bundled steel bar layout structure of the high axial force reinforced concrete column of the present invention has the following advantages:
[0081] (1) Solve the conflict caused by insufficient spacing between internal reinforcement bars.
[0082] (2) Resolve the conflict that occurs when the hook and multiple main rods form a bundle of reinforcement bars and cannot be constructed according to the drawing.
[0083] (3) The anchoring portions of the stirrups and tie bars can ensure that the starting and ending ends of the combined tie bars are firmly anchored in the core concrete of the column.
[0084] (4) Solve the problem of combined reinforcement limiting the length and width of the column due to the lap length.
[0085] Although various embodiments have been described above, it should be understood that they are provided for illustration only and not limitation. Therefore, the breadth and scope of a preferred embodiment are not limited by any of the above-described exemplary embodiments, but should only be defined by the attached patent claims and their equivalents.
Claims
1. An optimized bundled steel bar layout structure for high axial force reinforced concrete columns, characterized in that: At least: A plurality of main bars are vertically arranged on a square setting surface of a high axial force reinforced concrete column, and are configured such that at least one main bar is arranged in each of four corners and four peripheral areas of the square setting surface, and the average diameter of each main bar is Dm; A plurality of horizontal tie bars, which are arranged in the X-axis direction or the transverse axis direction of the square setting surface and fixed on the plurality of main bars, each of which is formed by bending a single steel bar with a diameter of Dx to form a rectangular profile with six 90-degree right angles, and having a first starting anchoring section formed by a 90-degree bending length Lx1 at the starting end and a first ending anchoring section formed by a 90-degree bending length Lx2 at the terminal end; A plurality of vertical tie bars, which are arranged in the Y-axis direction or the longitudinal axis direction of the square setting surface and fixed on the plurality of main bars, each of which is formed by bending a single steel bar with a diameter of Dy to form a rectangular profile with six 90-degree right angles, and having a second starting anchoring section formed by a 90-degree bending length Ly1 at the starting end and a second ending anchoring section formed by a 90-degree bending length Ly2 at the terminal end; At least one first stirrup, which is orthogonal to the plurality of horizontal tie bars and the vertical tie bars and fixed to the plurality of main bars, each of the first stirrups is formed by bending a single steel bar with a diameter of Da to form: a rectangular profile with 6 90-degree right angles, a third starting anchoring section formed by a 90-degree bending length La1 at the starting end, and a third ending anchoring section formed by a 90-degree bending length La2 at the terminal end; wherein The anchorage length La1p of the third starting anchorage section of the first stirrup, the anchorage length La2p of the third ending anchorage section of the first stirrup, the diameter Dx of the horizontal tie bar, the diameter Dy of the vertical tie bar, and the diameter Da of the stirrup meet any one of the following relationships (1) to (3): (1) La1p = La2p ≧ 12Dx ≧ 15cm; (2) La1p = La2p ≧ 12Dy ≧ 15cm; (3) La1p = La2p ≧ 12Da ≧ 15cm.
2. The optimized bundled steel bar layout structure of high axial force reinforced concrete column according to claim 1 is characterized in that: The average diameter Dm of the main reinforcement, the diameter Dx of the horizontal reinforcement, the diameter Dy of the vertical reinforcement, and the diameter Da of the first stirrup meet any one of the following equations (6) to (9): (6) Dm > Dx = Dy; (7) Dm > Dx = Da; (8) Dm > Dy = Da; (9) Dm > Dx = Dy = Da.
3. The optimized bundled steel bar layout structure of high axial force reinforced concrete column according to claim 1 is characterized in that: The length Lx1 of the first starting anchoring section of the horizontal tie bar, the length Lx2 of the first ending anchoring section, the length Ly1 of the second starting anchoring section of the vertical tie bar, and the length Ly2 of the second ending anchoring section meet any one of the following equations (14) to (16): (14) Lx1 = Lx2 and Ly1 = Ly2; (15) Lx1≧Ly1 and Lx2≧Ly2; (16)Lx2≦Ly2 and Lx1≦Ly1.
4. The optimized bundled steel bar layout structure for high axial force reinforced concrete columns according to claim 1 is characterized in that: The number of the horizontal tie bars is at least 1 or more; and The number of the vertical tie bars is at least one or more.
5. The optimized bundled steel bar layout structure for high axial force reinforced concrete columns according to claim 1 is characterized in that: At least three main ribs are respectively arranged at the four corners of the square setting surface.
6. The optimized bundled steel bar layout structure for high axial force reinforced concrete columns according to claim 1, characterized in that: The length La1 of the third starting anchoring section and the length La2 of the third ending anchoring section of the first stirrup meet the following relationship: La1≧La2 or La2≧La1.
7. The optimized bundled steel bar layout structure for high axial force reinforced concrete columns according to claim 1 is characterized in that: The third starting anchoring section and the third ending anchoring section of the first stirrup are not anchored and fixed at any corner of the square setting surface, but are parallel to the horizontal tie bars and / or the vertical tie bars and are anchored and fixed in the column core concrete.
8. An optimized bundled steel bar layout structure for high axial force reinforced concrete columns, characterized in that: At least: A plurality of main bars are vertically arranged on a square setting surface of a high axial force reinforced concrete column, and are configured such that at least one main bar is arranged in each of four corners and four peripheral areas of the square setting surface, and the average diameter of each main bar is Dm; A plurality of horizontal tie bars, which are arranged in the X-axis direction or the transverse axis direction of the square setting surface and fixed on the plurality of main bars, each of which is formed by bending a single steel bar with a diameter of Dx to form a rectangular profile with six 90-degree right angles, and having a first starting anchoring section formed by a 90-degree bending length Lx1 at the starting end and a first ending anchoring section formed by a 90-degree bending length Lx2 at the terminal end; A plurality of vertical tie bars, which are arranged in the Y-axis direction or the longitudinal axis direction of the square setting surface and fixed on the plurality of main bars, each of which is formed by bending a single steel bar with a diameter of Dy to form a rectangular profile with six 90-degree right angles, and having a second starting anchoring section formed by a 90-degree bending length Ly1 at the starting end and a second ending anchoring section formed by a 90-degree bending length Ly2 at the terminal end; At least one second stirrup, which is orthogonal to the plurality of horizontal tie bars and the vertical tie bars and fixed to the plurality of main bars, each of the second stirrups is formed by bending a single steel bar with a diameter of Db to form: a rectangular profile with four 90-degree right-angle portions, a fourth starting anchoring section formed by a bending length of 135 degrees Lb1 at the starting end, and a fourth ending anchoring section formed by a bending length of 135 degrees Lb2 at the terminal end; wherein The length Lb1 of the fourth starting anchoring segment, the length Lb2 of the fourth ending anchoring segment, the diameter Dx of the horizontal tie bar, and the diameter Dy of the vertical tie bar meet any one of the following equations (4) to (5): (4) Lb1 = Lb2 ≧ 6Dx ≧ 12cm; (5) Lb1 = Lb2 ≧ 6Dy ≧ 12cm.
9. The optimized bundled steel bar arrangement structure for high axial force reinforced concrete columns according to claim 8, characterized in that: The average diameter Dm of the main reinforcement, the diameter Dx of the horizontal reinforcement, the diameter Dy of the vertical reinforcement, and the diameter Db of the second stirrup meet any one of the following equations (10) to (13): (10) Dm > Dx = Dy; (11) Dm > Dx = Db; (12) Dm > Dy = Db; (13) Dm > Dx = Dy = Db.
10. The optimized bundled steel bar arrangement structure for high axial force reinforced concrete columns according to claim 8, characterized in that: The length Lx1 of the first starting anchoring section of the horizontal tie bar, the length Lx2 of the first ending anchoring section, the length Ly1 of the second starting anchoring section of the vertical tie bar, and the length Ly2 of the second ending anchoring section meet any one of the following equations (14) to (16): (14) Lx1 = Lx2 and Ly1 = Ly2; (15) Lx1≧Ly1 and Lx2≧Ly2; (16)Lx2≦Ly2 and Lx1≦Ly1.
11. The optimized bundled steel bar arrangement structure for high axial force reinforced concrete columns according to claim 8, characterized in that: The number of the horizontal tie bars is at least 1 or more; and The number of the vertical tie bars is at least one or more.
12. The optimized bundled steel bar arrangement structure for high axial force reinforced concrete columns according to claim 8, characterized in that: At least one main rib is disposed at each of the four corners of the square setting surface; and At least two main ribs are respectively arranged in four peripheral areas of the square setting surface.
13. The optimized bundled steel bar arrangement structure for high axial force reinforced concrete columns according to claim 8, characterized in that: The fourth starting anchoring section and the fourth ending anchoring section of the second stirrup are not extendedly anchored to the core of the column concrete, but are anchored and fixed to any corner of the square setting surface.
14. The optimized bundled steel bar arrangement structure for high axial force reinforced concrete columns according to claim 8, characterized in that: The length Lb1 of the fourth starting anchoring section of the second stirrup and the length Lb2 of the fourth ending anchoring section satisfy the relationship Lb1≧Lb2 or Lb2≧Lb1.