JP4741788B2 - Reinforcing bar arrangement method - Google Patents

Description

The present invention relates to a reinforcing bar arrangement method .

  Various reinforcing methods have been proposed that focus on the reinforcement in RC structures. For example, in a reinforced concrete short span beam, a shear reinforcement structure of a short span beam (refer to Patent Document 1), in which shear reinforcement bars are arranged in double, has been proposed.

  In addition, a method for enhancing the fixing strength of the main bars, characterized in that a reinforcing bar is welded to the column main bar or beam main bar at the column / beam joint to form a closed loop in a bypass shape with the main bar (see Patent Document 2) ) Etc. are also proposed.

In addition, a reinforcing bar fixing structure is proposed in which the main reinforcing bar in a reinforced concrete beam is fixed in the concrete with a fixing tool fixed to the main reinforcing bar between the spans in the beam (see Patent Document 3). Has been.
JP-A-7-34595 JP-A-1-36833 JP-A-1-271555

  In the conventional adhesion design of RC beam members, only the width of the rectangular cross section of the RC beam member is considered as the beam width when calculating the adhesion split length. Therefore, for example, when performing the adhesion design corresponding to the situation such as the recent rise in the height of RC buildings, the strength of the materials used, and the increase in the cross section of the reinforcing bars used, in order to ensure the desired adhesion strength, There was a need for measures to increase the strength and density of the shear reinforcement bars and increase the strength. However, if such an allowance is executed, there remains a problem that it tends to lead to an increase in cost and a decrease in work efficiency.

Accordingly, the present invention has been made paying attention to such a problem, and provides a reinforcing bar arrangement method that improves the margin in adhesion design and enables effective suppression of adhesion splitting at low cost.

In the present invention , a beam member is provided between the diameters of the column member, and the beam member is arranged to be biased toward the other side surface of the column member so that the other side surface of the column member and the other side surface of the beam member coincide with each other. , Oite the slab extending to both sides of the other side and one side of the beam member of RC structures the beam member is supported,
The reinforcement perpendicular to the reinforcement of the extending direction of said beam member, prior SL in slabstock during, before Symbol substantially the same length or reinforcement distribution to distribution muscle in this length longer than the side width of the pillar member A muscle method ,
The other party an end of another side surface of said beam member of said reinforcement L-or U-and without, from the bent portion of said L-shaped or U-, arranged in the cross section of said beam member,
When the external force is applied, the reinforcing bars are arranged so that the slab does not crack at a position corresponding to one side surface of the beam member, but cracks at a position corresponding to the side surface width of the column member. It is characterized by that.
In addition, an RC structure is provided in which a beam member is provided between the diameters of the column members, the beam member is disposed in the center of the side surface width of the column member, and the beam member supports a slab extending only on one side surface of the beam member. In the structure
One end of one side of the beam member of the reinforcing member orthogonal to the bar arrangement in the extension direction of the beam member is arranged in the slab material to a position corresponding to one side surface of the column member or a position beyond this position. Reinforcing reinforcement reinforcement arrangement method,
One end of the reinforcing member on the other side surface of the beam member is L-shaped or U-shaped, and the tip from the bent portion of the L-shaped or U-shaped is arranged in the cross section of the beam member,
When an external force is applied, the slab does not crack at a position corresponding to one side surface of the beam member, and cracks occur at a position corresponding to one side surface of the column member or a position exceeding this position. It is characterized by arranging reinforcing bars.

  ADVANTAGE OF THE INVENTION According to this invention, the margin in adhesion | attachment design is improved and it becomes possible to suppress adhesion splitting efficiently at low cost.

  Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings. FIG. 1 is a view showing an embodiment (first embodiment) of an adhesion split fracture preventing method for an RC beam member to which the present invention is applied, and shows (a) a sectional view and (b) a plan view. Here, it is assumed that the RC beam member 20 is fixed between the spans of the RC column members 10 constituting the reinforced concrete structure, and the RC beam member 20 mounts and supports the floor slab 30. . At the time of calculating the conventional bond splitting length (at the time of bond design), only the width of the rectangular cross section of the RC beam member 20, that is, the beam width 22 was considered, but in the present invention, the RC column member 10 is considered. In this case, the column width 11, that is, the side surface width of the RC column member 10 in contact with the end surface 21 of the RC beam member 20 (or a width larger than that) can be taken into consideration.

  For this purpose, a reinforcing bar 50 perpendicular to the main bar 22 in the extending direction of the RC beam member 20 in the RC structure is provided in the floor slab 30 supported by the RC beam member 20. The reinforcing bars are arranged with a length substantially equal to or greater than the side width 11 of the RC column member 10 in contact with the end surface 21. Thereby, the said column width 11 becomes the slab effective width 40 at the time of calculation of adhesion splitting length.

  In the above-described embodiment, the RC beam member 20 is fixed in contact with the center of the side surface (column width) of the RC column member 10, and supports the floor slab 30 having a length of at least the column width 11 at the center of the slab length. The situation is assumed. Also, in this situation, the reinforcing bars 50 were arranged in a straight line not subjected to bending work. On the other hand, in addition to such an embodiment, it is possible to reinforce the reinforcing bar 50 by bending the reinforcing bar 50.

  FIG. 2 shows (a) Embodiment 1 with an L-shaped reinforcing bar, (b) Embodiment 2 with an L-shaped reinforcing bar, (c) Embodiment 1 with a U-shaped reinforcing bar, and (d) U-shaped reinforcing bar. FIG. 4 is a diagram showing Embodiment 2 according to the present invention. For example, as shown in FIG. 2 (a), one end (or both ends) of the reinforcing bar 50 is L-shaped, and the tip 52 from the bent portion 51 of the L-shape is within the cross section 25 of the RC beam-forming member 20. Can be arranged. In the example shown here, the bent portion 51 and the distal end 52 are disposed along the outer side of the stirrup 24 that goes around the outer periphery of the main muscle 22. Further, as shown in FIG. 5B, the bent portion 55 and the distal end 52 of the reinforcing bar 50 can be arranged on the inner side of the ribbed line 24.

  Further, as shown in FIG. 5C, one end (or both ends) of the reinforcing bar 50 is formed in a U shape, and the first bent portion 53 to the neck portion 54, the second bent portion 55, and the heel portion 56 of the U shape. The leading end 52 can be disposed in the cross section 25 of the RC beam-forming member 20. In the example shown here, the first bent portion 53, the neck portion 54, and the second bent portion 55 are disposed along the outer periphery of the rib muscle 24 that circulates around the outer periphery of the main muscle 22, and the heel portion 56 is disposed on the rib muscle 24. Arranged inside. Further, as shown in FIG. 4D, the first bent portion 53 and the distal end 52 of the reinforcing bar 50 can be arranged on the inner side of the ribbed line 24.

  The reinforcing bar 50 may be any one of a reinforcing bar, an iron plate, a carbon fiber sheet, a fiber reinforced plastic, and a glass fiber reinforced plastic. Of course, in any case, it is assumed that the reinforcing bar 50 has been processed into a shape and size capable of performing bar arrangement work.

  Next, the concept in the case of performing reinforcement design (seismic design) based on the above-described technical concept of adhesion design will be described. FIG. 3 is a diagram showing an outline of the reinforcement design in this embodiment. (A) Structure to be designed, (b) Formula 1 in design, (c) Formula 2 in design, (d) Formula 3 in design, ( e) Equations 4 in the design are shown respectively.

(A) As shown to a figure, the structure where the RC beam member 20 which supports the floor slab 30 is contact | abutted and fixed to the RC column member 10 is assumed. In such a structure, the reinforcing bars a _U (reinforcing bars 50) are formed so that cracks do not occur at the side surface position A of the beam member 20 and cracks occur at the side surface position B of the column member 10 with respect to the external force that becomes the inflection point C. ) Design to add.

The moment M _{0 at the} side surface position A before reinforcement is smaller than the product of the section modulus Z _e after reinforcement and the bending crack strength σ _tb of the concrete, and the moment M _{f at the} side surface position B is the cross section before reinforcement. It is obtained from the product of the coefficient Z ₀ and the bending crack strength σ _tb of the concrete. The details of the mathematical formula are as shown in FIG.

Therefore reinforcing amount sectional area sum Σa per unit width from reinforcement ratio p _u is determined from formula (c) and FIG. Further, when simplified to a concentrated load, the relationship between M _f and M ₀ is as shown in FIG. From this equation, the equation shown in FIG. Required amount of reinforcement is determine by Young's modulus ratio n, and reinforcement ratio p _u in here.

  An example that specifically illustrates the design concept described above is shown below. FIG. 4 is a diagram showing a specific example of the reinforcement design in the present embodiment, and shows (a) a structural example of a design target, (b) a sectional view, and (c) a calculation procedure example. Here, the span (diameter) L of the RC column member 10 having a column width 11 of 900 mm is 6500 mm, the beam width 22 of the RC beam member 20 is 700 mm, and the gap W due to the difference between the column width 11 and the beam width 22 = An example is assumed in which 100 mm, the thickness t of the floor slab 30 is 200 mm, the distance a ′ from the side surface position of the beam to the inflection point is 2900 mm, and the Young's modulus ratio is n = 10.

As shown here by (c) figure from the formula shown in FIG. 3 (e), reinforcement ratio _{p u} can calculate the larger than 0.00264, further, reinforcement _{a U} (reinforcement 50) It can be calculated as 528 mm ² . Accordingly, by inserting, for example, five D13 (cross-sectional area 127 mm ² ) within a width of 1000 mm, the necessary amount of reinforcing bars and the reinforcing bar ratio can be satisfied. That is, as shown in the bar arrangement diagram of FIG. 5, the reinforcing bars 50 of D13 are arranged at intervals of 200 mm in the direction perpendicular to the main bar 22 of the RC beam member 20 and with the same length as the column width 11. Just do it.

  Here, in the embodiments described above, the reinforcing bar 50 is newly arranged, so that the column width 11 in the RC column member 10, that is, the RC structure is calculated at the time of bond splitting length calculation (at the time of bond design). The width of the side surface of the RC column member 10 that contacts the end surface 21 of the beam member 20 was taken into consideration.

  Furthermore, as shown in FIG. 6A, a floor slab in which the beam member 20 supports a reinforcing bar 60 parallel to the reinforcing bar (main bar) in the extending direction of the RC beam member 20 as shown in FIG. 30, the cracking position can be limited to the vicinity of the side surface position 100 by arranging the bars at substantially the same position as the side surface position 100 of the column member 10 in contact with the end surface 21 of the beam member.

  On the other hand, in the case of only the reinforcing bar 50 as shown in FIG. 5B, there is a concern that the crack position becomes unstable. On the other hand, as shown in FIG. When the bar 60 is arranged, the reinforcing bar 50 (orthogonal direction reinforcing bar: meaning that it is perpendicular to the main bar of the RC beam member) is easily cut off, and the cover thickness is smaller than that of other places. For example, a crack can be induced near a desired position. By limiting the crack position in this way, it becomes easier to secure the effective width.

  Furthermore, as in the second embodiment shown in FIG. 7, in the case of the same reinforcing bar amount for the adhesion split reinforcement, not only the outer peripheral reinforcement but also the core reinforcing bar 70 can be performed. For example, it is assumed that 4-D13 @ 200 is arranged for 2-D13 @ 100. Alternatively, the reinforcement necessary as the bond split main reinforcement can be limited to the region close to the dangerous cross section of the span. For example, only the region having a distance of 1.0D or 1.5D from the dangerous cross section is set as the reinforcing region. By doing this, the total amount of reinforcing bars can be suppressed, and the construction efficiency and workability are improved by increasing the bar arrangement pitch. Furthermore, for example, by splitting the upper end portion of the beam member cross section as low-strength concrete, the strength performance and deformation performance are improved by a small amount of reinforcement against the concern that the bond splitting strength will decrease.

  According to the present invention, the margin at the time of adhesion design can be increased by improving the adhesion splitting strength in a beam member having the same cross section as that of the conventional one. Therefore, it is possible to reduce the cross-section of the RC beam member, adopt concrete with lower strength than before, reduce the amount of shear reinforcement, etc., leading to improvement in construction cost and construction efficiency.

  Therefore, an adhesion split fracture prevention method for RC beam members that improves the margin in adhesion design and enables efficient suppression of adhesion splitting at low cost, and a structure based thereon, and a structure including the above structure It can be provided.

It is a figure which shows the embodiment (1st embodiment) of the adhesion split fracture prevention method in the RC beam member to which this invention is applied, (a) Sectional drawing, (b) Plan view is shown. (A) Embodiment 1 with L-shaped reinforcement, (b) Embodiment 2 with L-shaped reinforcement, (c) Embodiment 1 with U-shaped reinforcement, (d) Embodiment with U-shaped reinforcement FIG. It is a figure which shows the outline | summary of the reinforcement design in this embodiment, (a) Structure of design object, (b) Formula 1 in design, (c) Formula 2 in design, (d) Formula 3 in design, (e) Design Formula 4 in each is shown. It is a figure which shows the specific example of the reinforcement design in this embodiment, (a) Structure example of design object, (b) Sectional drawing, (c) The example of a calculation procedure is each shown. It is a bar arrangement diagram showing an example of the result of reinforcement calculation. (A) Example of bar arrangement considering crack induction, (b) Crack position when only orthogonal reinforcing bars are used, and (c) Crack position when reinforcing bars for crack induction are arranged. It is a figure which shows a 2nd embodiment.

Explanation of symbols

10 (RC structure) Column member 11 Column width, column member side width 20 (RC structure) Beam member 21 Beam member end surface 22 Main reinforcement, reinforcement (in the direction of extension of the beam member) 30 Slab material, floor slab 50 Reinforcement reinforcement

Claims (2)

A beam member is provided between the diameters of the column members, and the beam members are arranged so as to be biased toward the other side surface of the column member so that the other side surface of the column member and the other side surface of the beam member coincide with each other. Oite other aspects and slabs extending on both sides of one side of the RC structures structures the beam member is supported,
The reinforcement perpendicular to the reinforcement of the extending direction of said beam member, prior SL in slabstock during, before Symbol substantially the same length or reinforcement distribution to distribution muscle in this length longer than the side width of the pillar member A muscle method ,
The other party an edge of the other side surface side of the beam member said reinforcement L-or U-and without, from the bent portion of the L-shaped or U-, arranged in the cross section of the beam member;
When the external force is applied, the reinforcing bars are arranged so that the slab does not crack at a position corresponding to one side surface of the beam member, but cracks at a position corresponding to the side surface width of the column member. A reinforcing bar arrangement method characterized by the above. RC structure in which a beam member is provided between the diameters of the column member, the beam member is arranged in the center of the side surface width of the column member, and the beam member supports a slab extending only on one side surface of the beam member In
One end of one side of the beam member of the reinforcing member orthogonal to the bar arrangement in the extension direction of the beam member is arranged in the slab material to a position corresponding to one side surface of the column member or a position beyond this position. Reinforcing reinforcement reinforcement arrangement method,
One end of the reinforcing member on the other side surface of the beam member is L-shaped or U-shaped, and the tip from the bent portion of the L-shaped or U-shaped is arranged in the cross section of the beam member,
When an external force is applied, the slab does not crack at a position corresponding to one side surface of the beam member, and cracks occur at a position corresponding to one side surface of the column member or a position exceeding this position. Reinforcing bar arrangement method characterized by arranging reinforcing bars.

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