TWM650369U - Optimized confinement steel bar layout structure for high axial force reinforced concrete columns - Google Patents

Abstract

This creation reveals an optimized confining steel bar layout structure for high axial force reinforced concrete columns. It includes at least a plurality of longitudinal main bars, a plurality of transverse horizontal tie bars, a plurality of transverse vertical tie bars, and at least one first stirrup. A plurality of main bars are arranged longitudinally on one of the installation surfaces of the high axial force reinforced concrete columns: at least one main bar is installed at each of the four corners and four surrounding areas of the installation surface. A plurality of transverse horizontal tie bars are respectively arranged in the X-axis or transverse axis direction of the installation surface and fixed on the plurality of main bars. A plurality of transverse vertical tie bars are respectively arranged in the Y-axis or longitudinal axis direction of the installation surface and fixed on the plurality of main bars. At least one first stirrup is orthogonal to the plurality of horizontal tie bars and the transverse vertical tie bars respectively, and is fixed on the plurality of longitudinal main bars.

Description

Optimized confinement steel bar layout structure for high axial force reinforced concrete columns

This work is about a steel structure of reinforced concrete columns in buildings, especially about an optimized transverse reinforcement layout structure of high axial force reinforced concrete columns, which can avoid conflicts in the steel bar construction of high axial force reinforced concrete columns and improve the construction at the construction site. The result is safety defects in the building structure that cannot be completed according to the design standard drawings.

The main functions of the transverse reinforcement (Transverse Reinforcement) of the reinforced concrete (RC) column section are to provide shear strength, prevent the longitudinal steel bars 66 from buckling under pressure, and confine the core concrete. For buildings in earthquake-prone areas, the latter two are important for The development of column flexural toughness is very important. Traditional transverse stirrups usually consist of a complete external stirrup 62 (hereinafter referred to as traditional column stirrups) that surrounds both ends of the section and is connected with 135 anchoring hooks, as well as several 135-degree hooks at one end. , and the other end is composed of a tie bar with a 90-degree hook (hereinafter referred to as 135/90 tie bar 61), as shown in Figure 1.

In addition, according to the regulations of ACI318-19 published by the American Concrete Institute, when the column axial force is higher than 0.3 f ^' _c A _g (where f ^' _c is the nominal compressive strength of concrete and A _g is the total cross-sectional area of the column), each The longitudinal main bars have closed stirrups or tie bars to provide lateral support, as shown in Figure 2. If the tie bars all use 135-degree hooks (hereinafter referred to as 135/135 tie bars 63), take the 600x600mm section, D25 main bar and D13 transverse steel bar as an example, and match the actual column section size, steel bar size and 135/135 tie bars. Turn 63 to draw the construction drawing, the cross-section of the above column is as shown in Figure 2. At this time, the hooks of the tie bars are tangled together, and the earthquake-resistant hooks of the tie bars will not be completed according to the design standard drawings. The steel bars of the reinforced concrete columns Cage installation.

Furthermore, if the design unit configures three main columns in a bundle at the four corners of the column. This transverse confinement stirrup has a major mechanical defect in that the 135-degree anchoring hooks at both ends of the starting and ending ends cannot cooperate with the binding according to the design standard drawings. This creation can also be solved, as shown in Figure 7.

Civil Engineering 401-110 (China Civil and Hydraulic Engineering Society, 2021), which is based on the American ACI 318-19 specification as the main reference basis, completed the "Concrete Design Specifications and Explanations", which includes special provisions on the seismic resistance of the transverse steel bars of column members, in addition to the basis In addition to the existing provisions of ACI 318-19, in the case of P _u >0.3 f ^' _c A _g (high axial force), for the requirement that all main bars must be surrounded by the corners of outer stirrups 62 or seismic hooks, both ends are The tie bars of the seismic-resistant bent hooks are broadened to the traditional tie bars with a 135-degree hook at one end and a 90-degree hook at the other end, that is, 135/90 tie bars 61. However, the amount of transverse steel bars must be increased according to the new formula of ACI 318-19. As a result, when the column section contains a large number of longitudinal steel bars 66, it is difficult to accurately install the bars in the standard configuration when assembling the column steel cage. Location. This will result in the confinement efficiency of transverse steel bars being lower than the design value of high axial force reinforced concrete columns.

In order to improve the aforementioned seismic design specifications when P _u >0.3 f ^' _c A _g high axial force (where f ^' _c is the nominal compressive strength of concrete and A _g is the total cross-sectional area of the column), all peripheral longitudinal steel bars 66 are required Lateral confinement support is provided by closed stirrups or ties. However, high axial force reinforced concrete columns using traditional stirrups and 135/90 tie bars 61 or 135/135 tie bars 63 have structural safety defects that cannot be constructed according to the design standard drawings. The improvement method shown in Figure 3a and Figure 3b can be adopted as shown in Figure 3a and Figure 3b. Each combined tie bar 65 is composed of two J-shaped steel bars 64 with a 180-degree hook at one end and a straight line at the other end. And two straight J-shaped steel bars are combined into a combined tie bar 65. During implementation, it is inserted from the opposite side of the column into the column. As long as the net spacing between the main bars meets the requirements of the design specification, there will be enough space to install the combined tie bars 65. The 180-degree hook of each J-shaped steel bar 64 can be connected to the column. The longitudinal main bar is closely connected, and the other end can be installed on the transverse column stirrup and tied with the hook portion of the other J-shaped steel bar 64 with iron wires. In this way, the construction conflicts of 135/135 tie bars 63 or 135/90 tie bars 61 can be improved. In addition, one of the J-shaped steel bars 64 is assembled, and its straight end is placed on the external steel bar. The straight end of the second J-shaped steel bar 64 is fixed on the first branch-shaped steel bar with an iron wire. This can avoid the need for concrete pouring. The J-shaped steel bar 64 is displaced. Basically, as long as the length required for tension overlap is exceeded, the expected function of the combined tie rib 65 can be exerted. However, this construction method of combined tie bars 65 requires the hooks and ends of each set of combined tie bars 65 and the column main bars to be tied step by step to the traditional stirrups with iron wires. This resulted in a significant increase in construction direct labor costs. In addition, the cost of applying the combined tie bars 65 will be doubled compared to the original designed amount, and there will be an additional increase in the net load of the column and the risk of invalid overlap of the combined tie bars 65 in the column. Therefore, the improvement of "combined tie rib 65" still has at least two concerns: the seismic performance and implementation cost are relatively unconservative.

In view of the regulations that require stricter main tendon systems when reinforced concrete columns are subjected to high axial forces, the installation of 135/90 tie bars 61 will become increasingly difficult in the future. In view of the high axial force bottom column components of domestic medium and high-rise reinforced concrete buildings, this creation proposes to consider eliminating construction conflicts in the installation of tie bars; and "optimized confinement steel bars for high axial force reinforced concrete columns that meet the construction results according to the drawings and are reasonably cost-effective" "Layout structure", it is expected to improve the constructability of domestic reinforced concrete columns according to drawings, and improve the confinement efficiency of high axial force structural columns to enhance the seismic resistance of main components to meet design requirements, thereby preventing high axial force reinforced concrete columns from being damaged due to construction Tragedies such as poor sex causing entire buildings to tilt or even collapse due to earthquakes have occurred again and again.

In summary, the improved closed stirrups and ties of the "optimized confinement steel bar layout structure of high axial force reinforced concrete columns" proposed by this creation can meet the required confinement performance of high axial force reinforced concrete structural columns and can also solve the problem. The amount of the aforementioned combined tie bars 65 is doubled compared to the original design, the construction cost is increased, and there is a risk of invalid overlap of the tie bars in the column of the high axial force structure. Achieve improvements on the construction site The construction results are in line with the design drawings of high axial force structural columns. Thus, the effect of improving the seismic structural safety of the building can be obtained.

Therefore, the present creation discloses an embodiment of an optimized confinement steel bar layout structure for high axial force reinforced concrete columns, 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 third bar. A stirrup. A plurality of main bars are arranged longitudinally and vertically on one of the square installation surfaces of the high axial force reinforced concrete columns, and are configured as follows: at least one branch is respectively arranged at the four corners and four peripheral areas of the square installation surface. Longitudinal main ribs. A plurality of transverse horizontal tie bars are respectively arranged in the X-axis direction or the transverse axis direction of the square installation surface and fixed on the plurality of main bars. Each of the transverse horizontal tie bars is bent from a single steel bar with a diameter of Dx. Folded to form a rectangular outline with six 90-degree right angles, a first initial anchoring segment formed by a 90-degree bending length Lx1 at the starting end, and a 90-degree bending length Lx2 at the terminal end. formed by a first end anchor segment. A plurality of transverse vertical tie bars are respectively arranged in the Y-axis direction or the longitudinal axis direction of the square installation surface and fixed on the plurality of main bars. Each of the vertical tie bars is bent from a single steel bar with a diameter of Dy. It is formed into: a rectangular outline with at least six 90-degree right angle parts, and a second initial anchoring segment formed by a 90-degree bending length Ly1 at the starting end, and a 90-degree bending length at the terminal end. Ly2 forms a second terminal anchor segment. At least one transverse first stirrup is orthogonal to the plurality of transverse horizontal tie bars and the transverse vertical tie bars and is fixed on the plurality of main bars. Each of the first stirrups has a diameter of A single steel bar, both Da, is bent to form a rectangular outline with six 90-degree right angles, a third starting anchoring section formed by a 90-degree bending length La1 at the starting end, and a third starting anchoring section at the end. A third terminal anchoring section is formed by a 90-degree bending length La2. Among them, the anchoring length La1p of the third initial anchoring section of the first stirrup, the third end anchoring section La2p of the first stirrup, the horizontal tie bar The diameter Dx, the diameter Dy of the vertical tie bars, and the diameter Da of the stirrups comply with any of the following relationships (1)~(3): La1p=La2p≧12Dx≧15cm…………( 1)

La1p=La2p≧12Dy≧15cm…………(2)

La1p=La2p≧12Da≧15cm…………(3).

Furthermore, the present invention also discloses another embodiment of an optimized confinement steel bar layout structure for high axial force reinforced concrete columns, 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 Lateral second stirrup. A plurality of main bars are arranged longitudinally and vertically on one of the square installation surfaces of the high axial force reinforced concrete columns to form: at least one main reinforcement is arranged at four corners and four peripheral areas of the square installation surface. . A plurality of transverse horizontal tie bars are respectively arranged in the X-axis direction or the transverse axis direction of the square installation surface and fixed on the plurality of main bars. Each of the transverse horizontal tie bars is bent from a single steel bar with a diameter of Dx. Folded to form a rectangular outline with six 90-degree right angles, a first initial anchoring segment formed by a 90-degree bending length Lx1 at the starting end, and a 90-degree bending length Lx2 at the terminal end. formed by a first end anchor segment. A plurality of vertical tie bars are respectively laid out in the Y-axis direction or the longitudinal axis direction of the square installation surface and fixed on the plurality of main bars. Each of the vertical tie bars is bent from a single steel bar with a diameter of Dy. It is formed as: a rectangular output with six 90-degree right-angled portions, a second initial anchoring section formed by a 90-degree bending length Ly1 at the starting end, and a 90-degree bending length Ly2 at the terminal end. formed by a second end anchor segment. At least one second stirrup is orthogonal to the plurality of horizontal tie bars and the plurality of vertical tie bars and is fixed on the plurality of main bars. Each of the second stirrups has a diameter of Db. A single steel bar is bent to form a rectangular outline with four 90-degree right angles, a fourth initial anchoring section formed by a 135-degree bending length Lb1 at the starting end, and a 135-degree bending length at the end. A fourth terminal anchoring section is formed by the bending length Lb2. Among them, the right angle part of the overlapping intersection formed by the overlapping intersection of Lb1 and Lb2 is equal to Other 90 degree right angles form the rectangular outline. Among them, the diameter Dx of the horizontal tie bars, the diameter Dy of the vertical tie bars at the point, and the diameter Db of the stirrups conform to any of the following relationships (4) ~ (5): Lb1=Lb2=Dx≧6Dx ≧12cm……………………(4)

Lb1=Lb2=Dy≧6Dy≧12cm……………………(5).

In another embodiment, the average diameter Dm of the main bars, the diameter Dx of the horizontal tie bars, the diameter Dy of the vertical tie bars, and the diameter Da of the first stirrups comply with the following relationship formula (6) ~ Any of (9): Dm>Dx=Dy……………………(6)

Dm>Dx=Da……………………(7)

Dm>Dy=Da……………………(8)

Dm>Dx=Dy=Da……………………(9).

In another embodiment, the average diameter Dm of the main bars, the diameter Dx of the horizontal tie bars, the diameter Dy of the vertical tie bars, and the diameter Db of the second stirrups comply with the following relationship (10) ~ Any of (13): Dm>Dx=Dy……………………(10); Dm>Dx=Db………………(11); Dm>Dy=Db…… ………………(12); Dm>Dx=Dy=Db………………(13).

In another embodiment, the length Lx1 of the first initial anchoring section of the horizontal tie bar, the length Lx2 of the first end anchoring section, and the length of the first initial anchoring section of the vertical tie bar are Ly1, the length Ly2 of the first end anchor segment conforms to any one of the following relationships (14)~(16): Lx1=Lx2 and Ly1=Ly2……………………(14).

Lx1≧Ly1 and Lx2≧Ly2……………………(15).

Lx2≦Ly2 and Lx1≦Ly1……………………(16).

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.

In another embodiment, at least three main ribs are respectively arranged at four corners of the square installation surface; and at least three main ribs are respectively arranged at four peripheral areas of the square installation surface.

In another embodiment, the length La1 of the third initial anchoring section and the length La2 of the third end anchoring section of the first stirrup comply with the following relationship: La1≧La2 or La2≧La1.

In another embodiment, the third initial anchoring section and the third end anchoring section of the first stirrup are non-anchored and fixed to any corner of the square installation surface, Instead, the horizontal tie bars and/or the vertical tie bars are parallel to each other and anchored into the core concrete of the column.

In another embodiment, at least one main rib is provided at four corners of the square installation surface, and at least two main ribs are provided at four peripheral areas of the square installation surface.

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-angled portions and a 135-degree bending length Lb1 at the starting end. A fourth starting anchoring section and a terminal end have a fourth ending anchoring section formed by a 135-degree bending length Lb2. Among them, the rectangular outline formed by the right-angled portion of the overlapping intersection point of Lb1 and Lb2 and the three 90-degree right-angled portions; and the fourth initial anchoring section of the second stirrup, The fourth end anchoring section is anchored and fixed at any corner of the square installation surface and surrounds at least one main rib.

In another embodiment, the length Lb1 of the fourth initial anchoring section and the length Lb2 of the fourth end anchoring section of the second stirrup satisfy the relationship Lb1≧Lb2 or Lb2≧Lb1.

P: Square setting surface

10: Main tendon

11:Corner part

12: Surrounding area

20: Horizontal tie bars

30: Vertical tie bars

40:The first stirrup

50:Second stirrup

27: First starting anchor segment

28:First end anchor segment

37: Second starting anchor segment

38:Second end anchor segment

47: The third starting anchor segment

48: The third anchor segment at the end

57: The fourth starting anchor segment

58: The fourth anchor segment at the end

21:90 degree right angle part

22:90 degree right angle part

23:90 degree right angle part

24:90 degree right angle part

25:90 degree right angle part

26:90 degree right angle part

31:90 degree right angle part

32:90 degree right angle part

33:90 degree right angle part

34:90 degree right angle part

35:90 degree right angle part

36:90 degree right angle part

41:90 degree right angle part

42:90 degree right angle part

43:90 degree right angle part

44:90 degree right angle part

45:90 degree right angle part

46:90 degree right angle part

51: Overlapping intersection right angle part

52:90 degree right angle part

53:90 degree right angle part

54:90 degree right angle part

Lx1: length of the first initial anchor segment

Lx2: The length of the first anchor segment

Ly1: length of the second initial anchor segment

Ly2: The length of the anchor segment at the second end

La1: length of the third starting anchor segment

La2: The length of the anchor segment at the end of the third

Lb1: The length of the fourth starting anchor segment

Lb2: The length of the anchor segment at the end of the fourth

61:135/90 tie ribs

62:Outer stirrups

63:135/135 tie ribs

64:J-shaped steel bar

65:Combined ribbing

66:Longitudinal steel bars

Figure 1 is a schematic diagram showing the transverse steel bar configuration of a reinforced concrete earthquake-resistant column in the prior art.

Figure 2 is a diagram illustrating the arrangement of transverse steel bars in the prior art that complies with the requirements of ACI 318-19.

Figure 3a is an exploded view showing the combined ribs in the prior art.

Figure 3b is a schematic diagram showing the upper and lower overlapped combined tie bars in the prior art.

Figure 4 is a schematic cross-sectional view showing the optimized confinement steel bar layout structure of the high axial force reinforced concrete column of this invention.

Figure 5 is a schematic structural diagram showing the horizontal tie rib 20 of the present invention.

Figure 6 is a schematic structural diagram showing the vertical tie rib 30 of the present invention.

Figure 7 is a schematic structural diagram showing the first stirrup 40 of the present invention.

Figure 8 is a schematic cross-sectional view showing the optimized confinement steel bar layout structure of a high axial force reinforced concrete column according to another embodiment of the present invention.

Figure 9 is a schematic structural diagram showing the second stirrup 50 of the present invention.

Detailed descriptions of specific embodiments of this invention are provided below. However, this invention is not limited to the following embodiments, and the diagrams in this invention are all schematic diagrams and are mainly intended to represent The connection relationship between each component, mechanism, and module is described in detail in this embodiment with each drawing as follows.

First, please refer to Figure 4, which is a schematic cross-sectional view showing the optimized confinement steel bar layout structure of the high axial force reinforced concrete column of this invention. It includes a plurality of longitudinal main bars 10, a plurality of transverse horizontal tie bars 20, and a plurality of transverse bars. Vertical tie bars 30, and at least one first stirrup 40. Please also refer to FIGS. 5 to 7 , which are structural schematic diagrams showing the horizontal tie bars 20 , the vertical tie bars 30 and the first stirrups 40 in sequence.

As shown in Figure 4, on a square installation surface P of the high axial force reinforced concrete column, the longitudinal main bars 10 are respectively arranged perpendicular to the ground and are configured as follows: four corners 11 of the square installation surface P are provided. There is at least one main rib 10, and at least two main ribs 10 are respectively arranged in the four peripheral areas 12 of the square installation surface P; please also refer to Figure 4 and refer to Figure 5 at the same time. The horizontal tie ribs 20 are respectively It is laid in the X-axis direction or the transverse axis direction of the square installation surface P and fixed on the plurality of main bars 10. Each of the horizontal tie bars 20 is formed by bending a single steel bar to have six 90-degree The right-angled portions 21, 22, 23, 24, 25, 26 have a rectangular outline, and have a first starting anchoring section 27 formed by a 90-degree bending length Lx1 at the starting end, and a 90-degree bending at the terminal end. A first end anchor segment 28 is formed of length Lx2.

Continuing with the above, please refer to Figure 4 and refer to Figure 6 at the same time. The plurality of vertical tie ribs 30 are respectively arranged in the Y-axis direction or the longitudinal axis direction of the square installation surface and are fixed on the plurality of main ribs 10. The vertical tie bars are respectively formed by bending a single steel bar into a rectangular outline with six 90-degree right-angled portions 31, 32, 33, 34, 35, 36, and a 90-degree bending length Ly1 at the starting end. The formed second initial anchoring section 37 has a second end anchoring section 38 formed by a 90-degree bending length Ly2 at the terminal end. Also, please refer to Figure 4 and refer to Figure 7 at the same time. The at least one first stirrup 40 is orthogonal to the horizontal tie bars 20 and the vertical tie bars 30 respectively and is fixed on the plurality of main bars 10. Each of the first stirrups 40 is formed by bending a single steel bar and has six 90 The rectangular outline of the right-angled portions 41, 42, 43, 44, 45, 46 has a third initial anchoring section 47 formed by a 90-degree bend length La1 at the starting end, and a 90-degree bend at the terminal end. A third end anchoring section 48 is formed by folding the length La2, and the length La1 of the third initial anchoring section 47 of the first stirrup 40 and the length La2 of the third end anchoring section 48 are in accordance with The following relationship formula: La1≧La2 or La2≧La1.

According to the technical idea of this creation, 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 When the diameter of the steel bar constituting the first stirrup 40 is set to Da, the third initial anchoring section 47 of the first stirrup 40 and the horizontal tie bar 20 are anchored to the column in parallel with each other. The length La1p of the core concrete (i.e., the first anchoring length of the closed stirrup into the column, not shown), the third end anchoring section 48 of the first stirrup 40 and the horizontal tie bar 20 The length La2p of the core concrete of the column anchored parallel to each other (i.e., the second anchoring length of the closed stirrup into the column, not shown), 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 conform to any one of the following relationships (1) to (3): (1) La1p=La2p≧12Dx≧15cm; (2) )La1p=La2p≧12Dy≧15cm; (3)La1p=La2p≧12Da≧15cm.

In addition, 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 comply with the following relationship formula (6)~( 9) Any of: (6) Dm>Dx=Dy; (7) Dm>Dx=Da; (8) Dm>Dy=Da

(9)Dm>Dx=Dy=Da.

Furthermore, the length Lx1 of the first initial anchoring section of the horizontal tie bar, the length Lx2 of the first end anchoring section, the length Ly1 of the first initial anchoring section of the vertical tie bar, the length The length Ly2 of an anchor segment at the end conforms to any one of the following relationships (14)~(16): (14) Lx1=Lx2 and Ly1=Ly2; (15) Lx1≧Ly1 and Lx2≧Ly2; (16) Lx2≦Ly2 and Lx1≦Ly1.

Furthermore, according to the technical idea of the present creation, on a square installation surface P of the high axial force reinforced concrete column, the number of the horizontal tie bars 20 is at least 1 or more, and the number of the vertical tie bars 30 is There is at least 1 or more.

In addition, in this embodiment, at least three main ribs are respectively arranged at the four corner portions 11 of the square installation surface P, and at least two main ribs are respectively arranged at the four peripheral areas 12 of the square installation surface P. , therefore the third initial anchor 47 and the third end anchor section 48 of the first stirrup 40 are non-anchored and fixed to any corner 11 of the square installation surface P, and It is anchored and fixed parallel to the horizontal tie bars 20 and/or the vertical tie bars 30 at the core of the column concrete.

Also, please refer to Figure 8, which is a schematic cross-sectional view showing an optimized confinement steel bar layout structure of a high axial force reinforced concrete column according to another embodiment of the present invention. It includes a plurality of main bars 10, a plurality of horizontal tie bars 20, A plurality of vertical tie bars 30 and at least one second stirrup 50. Please also refer to Figure 12, which is a schematic structural diagram showing the second stirrup 50, and the structures of the horizontal tie bars 20 and the vertical tie bars 30 are shown in Figures 5 and 6.

As shown in Figure 8, on a square installation surface P of the high axial force reinforced concrete upper column, the main bars 10 are respectively arranged vertically to the ground to form: at the four corners 11 of the square installation surface P and four peripheral areas 12 are respectively equipped with at least one main rib 10; please also refer to Figure 8 and refer to Figure 5 at the same time. These horizontal tie ribs 20 are respectively arranged in the X-axis direction or the horizontal axis of the square setting surface P. square and fixed on the plurality of main bars 10. Each of the horizontal tie bars 20 is bent from a single steel bar to form: a bar with six 90-degree right-angled portions 21, 22, 23, 24, 25 and 26. It has a rectangular outline, and has a first starting anchoring section 27 formed by a 90-degree bending length Lx1 at the starting end, and a first end anchoring section 28 formed by a 90-degree bending length Lx2 at the terminal end.

Continuing with the above, please refer to Figure 8 and refer to Figure 6 at the same time. The plurality of vertical tie ribs 30 are respectively arranged in the Y-axis direction or the longitudinal axis direction of the square installation surface and are fixed on the plurality of main ribs 10. The vertical tie bars are respectively formed by bending a single steel bar into a rectangular outline with six 90-degree right-angled portions 31, 32, 33, 34, 35, 36, and a 90-degree bending length Ly1 at the starting end. The formed second initial anchoring section 37 has a second end anchoring section 38 formed by a 90-degree bending length Ly2 at the terminal end. Also, please refer to Figure 8 and Figure 9 at the same time. The at least second stirrups 50 are orthogonal to the horizontal tie bars 20 and the vertical tie bars 30 respectively and are fixed on the plurality of main bars 10. The second stirrups 50 are respectively formed by bending a single steel bar into a rectangular outline with three 90-degree right-angled portions 52, 53, 54, and a rectangular profile formed by a 135-degree bending length Lb1 at the starting end. The fourth initial anchoring section 57 has a fourth end anchoring section formed by a 135-degree bending length Lb2 at the terminal end. 57 and 58 are interlaced with each other to form the overlapping intersection right-angle portion 51 and the length Lb1 of the fourth initial anchoring section 57 of the second stirrup 50 and the length Lb2 of the fourth end anchoring section 58 are as follows: Relationship: Lb1≧Lb2 or Lb2≧Lb1.

According to the technical idea of this creation, 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 When the diameter of the steel bar constituting the first stirrup 40 is set to Da, the diameter Dx of the horizontal tie bar 20, the diameter Dy of the vertical tie bar 30, and the diameter Db of the second stirrup 50 satisfy the following relationship Any one of formulas (4)~(5) (4)Lb1=Lb2≧6Dx≧12cm; (5)Lb1=Lb2≧6Dy≧12cm.

In addition, 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 Db of the second stirrup 50 comply with the following relationship formula (10)~( Any of 13): (10) Dm>Dx=Dy; (11) Dm>Dx=Db; (12) Dm>Dy=Db; (13) Dm>Dx=Dy=Db.

Furthermore, in this embodiment, on a square installation surface P of the high axial force reinforced concrete column, the four corner portions 11 are respectively equipped with at least one main bar 10, and the four peripheral areas 12 are respectively equipped with at least two main bars 10. There are three main bars 10, and the second stirrups 50 are respectively bent from a single steel bar with a diameter of Db to have three 90-degree right-angled portions 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 end anchoring section 58 formed by a 135-degree bending length Lb2 at the terminal end form 1 51 overlapping intersection right-angle portions. The overlapping intersection right-angled portion 51 and 52, 53, and 5 form a rectangular outline with four 90-degree right-angled portions.

In another embodiment, the length Lb1 of the fourth initial anchoring section and the length Lb2 of the fourth end anchoring section of the second stirrup satisfy the relationship Lb1≧Lb2 or Lb2≧Lb1.

Through the above embodiments, the optimized confinement steel bar layout structure of high axial force reinforced concrete columns of this invention has the following advantages:

(1) Solve the conflict between internal reinforcement and insufficient spacing between internal reinforcement.

(2) Solve the conflict that cannot be executed according to the drawing when hooks and multiple main tendons form a tendon.

(3) Each anchoring portion of each stirrup and tie bar can ensure that the starting and final ends of the combined tie bar are firmly anchored to the core concrete of the column.

(4) Solve the problem that the length and width of the column are limited by the long overlap of the combined tie bars.

Although various specific embodiments have been described above, it should be understood that they are provided by way of illustration only and not limitation. Therefore, the breadth and scope of a preferred embodiment are not limited by any of the above illustrated embodiments, but should only be defined by the appended claims and their equivalents.

P: Square setting surface

10: Main tendon

11:Corner part

12: Surrounding area

20: Horizontal tie bars

30: Vertical tie bars

40:The first stirrup

Claims (12)

An optimized confinement steel bar layout structure for high axial force reinforced concrete columns, which at least includes: a plurality of main bars, which are vertically arranged on a square surface of the high axial force reinforced concrete column to form: on the square The four corners and four peripheral areas of the installation surface are respectively equipped with at least one main rib, and the average diameter of each main rib is Dm; a plurality of horizontal tie bars are respectively arranged in the X-axis direction of the square installation surface Or in the transverse axis direction and fixed on the plurality of main bars, each horizontal tie bar is bent from a single steel bar with a diameter of Dx to form a rectangular outline with six 90-degree right angles, and in The starting end has a first starting anchoring section formed by a 90-degree bending length Lx1, and the terminal end has a first end anchoring section formed by a 90-degree bending length Lx2; a plurality of vertical tie bars, which are respectively It is laid in the Y-axis direction or the longitudinal axis direction of the square installation 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: there are 6 A rectangular outline with a 90-degree right angle, and has a second starting anchoring section formed by a 90-degree bending length Ly1 at the starting end, and a second end formed by a 90-degree bending length Ly2 at the terminal end. Anchor section; at least one first stirrup, which is orthogonal to the plurality of horizontal tie bars and the vertical tie bars and fixed on the plurality of main bars, and each first stirrup is respectively It is formed by bending a single steel bar with a diameter of Da: a rectangular outline with six 90-degree right-angled parts, and a third initial anchoring section formed by a 90-degree bending length La1 at the starting end. At the terminal end, there is a third end anchoring section formed by a 90-degree bending length La2; wherein the anchoring length La1p of the third initial anchoring section of the first stirrup, the first stirrup The anchoring length La2p of the third end anchoring section, the diameter Dx of the horizontal tie bars, the diameter Dy of the vertical tie bars, and the diameter Da of the stirrups comply with the following relationships (1) ~ (3 ) any of: (1) La1p=La2p≧12Dx≧15cm; (2) La1p=La2p≧12Dy≧15cm; (3) La1p=La2p≧12Da≧15cm. An optimized confinement steel bar layout structure for high axial force reinforced concrete columns, which at least includes: a plurality of main bars, which are vertically arranged on a square arrangement surface of the high axial force reinforced concrete columns to form: on the square The four corners and four peripheral areas of the installation surface are respectively equipped with at least one main rib, and the average diameter of each main rib is Dm; a plurality of horizontal tie bars are respectively arranged in the X-axis direction of the square installation surface or in the transverse axis direction and fixed on the plurality of main bars. Each of the horizontal tie bars is bent from a single steel bar with a diameter of Dx to form a rectangular outline with six 90-degree right angles. The beginning end has a first starting anchoring section formed by a 90-degree bending length Lx1, and the terminal end has a first end anchoring section formed by a 90-degree bending length Lx2; a plurality of vertical tie bars are arranged respectively. In the Y-axis direction or the longitudinal axis direction of the square installation 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: having 6 90 A rectangular outline with a 90-degree right-angled portion, and has a second starting anchor segment formed by a 90-degree bending length Ly1 at the starting end, and a second end anchor formed by a 90-degree bending length Ly2 at the terminal end. Fixed section; at least one second stirrup, which is orthogonal to the plurality of horizontal tie bars and the vertical tie bars and fixed on the plurality of main bars, and each of the second stirrups is respectively It is formed by bending a single steel bar with a diameter of Db into: a rectangular outline with four 90-degree right-angled parts, and a fourth initial anchoring section formed by a 135-degree bending length Lb1 at the starting end. The terminal has a fourth end anchoring section formed by a 135-degree bending length Lb2; wherein The diameter Dx of the horizontal tie bars, the diameter Dy of the vertical tie bars, and the diameter Db of the stirrup bars conform to any one of the following relationships (4) ~ (5): (4) Lb1=Lb2≧6Dx ≧12cm; (5)Lb1=Lb2≧6Dy≧12cm. The optimized confinement steel bar layout structure of high axial force reinforced concrete columns as described in claim 1, wherein the average diameter of the main bars Dm, the diameter of the horizontal tie bars Dx, the diameter of the vertical tie bars Dy, the The diameter Da of the first stirrup conforms to any one of the following relationships (6)~(9): (6) Dm>Dx=Dy; (7) Dm>Dx=Da; (8) Dm>Dy=Da ;(9)Dm>Dx=Dy=Da. The optimized confinement steel bar layout structure of high axial force reinforced concrete columns as described in claim 2, wherein the average diameter Dm of the main bars, the diameter Dx of the horizontal tie bars, the diameter Dy of the vertical tie bars, the The diameter Db of the second stirrup conforms to any one of the following relationships (10)~(13): (10)Dm>Dx=Dy; (11)Dm>Dx=Db; (12)Dm>Dy=Db ;(13)Dm>Dx=Dy=Db. The optimized confinement steel bar layout structure of high axial force reinforced concrete columns as described in claim 1 or 2, wherein the length of the first initial anchoring section of the horizontal tie bar is Lx1, and the length of the first end anchoring section is Lx2, the length Ly1 of the first initial anchoring section of the vertical tie bar, and the length Ly2 of the first end anchoring section conform to any one of the following relational expressions (14) to (16): (14) Lx1=Lx2 and Ly1=Ly2; (15) Lx1≧Ly1 and Lx2≧Ly2; (16) Lx2≦Ly2 and Lx1≦Ly1. The optimized confinement steel bar layout structure of high axial force reinforced concrete columns as described in claim 1 or 2, wherein the number of horizontal tie bars is at least 1 or more; and the number of vertical tie bars is at least 1 or more. The optimized confinement steel bar layout structure of high axial force reinforced concrete columns as described in claim 1, wherein at least 3 main bars are respectively arranged at the four corners of the square installation surface. The optimized confinement steel bar layout structure of high axial force reinforced concrete columns as described in claim 1, wherein the length of the third initial anchoring section of the first stirrup La1, the length of the third end anchoring section La2 is consistent with the following relationship: La1≧La2 or La2≧La1. The optimized confinement steel bar layout structure of high axial force reinforced concrete columns as described in claim 1, wherein the third initial anchoring section and the third end anchoring section of the first stirrup are non-anchored It is fixedly installed at any corner of the square installation surface, but is parallel to the horizontal tie bars and/or the vertical tie bars and anchored to the core concrete of the column. The optimized confinement steel bar layout structure of high axial force reinforced concrete columns as described in claim 2, wherein at least one main bar is respectively arranged at the four corners of the square installation surface; and at the 4 corners of the square installation surface Each surrounding area is equipped with at least 2 main ribs. The optimized confinement steel bar layout structure of high axial force reinforced concrete columns as described in claim 2, wherein the fourth initial anchoring section and the fourth end anchoring section of the second stirrups are non-extended Anchored to the core of the column concrete, but anchored to any corner of the square installation surface. The optimized confinement steel bar layout structure of high axial force reinforced concrete columns as described in claim 2, wherein the length of the fourth initial anchoring section of the second stirrup is Lb1, and the length of the fourth end anchoring section is Lb2 is consistent with the relationship formula Lb1≧Lb2 or Lb2≧Lb1.