JP2011149265A - Beam member and building structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a precast beam member allowing the efficient and safe construction of a column-beam frame, and a building structure using the precast beam member. <P>SOLUTION: The precast beam member 3 is constituted by integrally forming a beam part 31 corresponding to an inner side span, and panel parts 32 formed at both ends of the beam part 31 and placed on the upper faces of columns 1. The panel part 32 is formed in flat cross-sectional shape equivalent to the column 1, and a reinforcement insertion hole is formed corresponding to the position of a main reinforcement of the column 1. The other column is erected on the upper face of the panel part 32. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

  The present invention relates to a beam member and a building structure.

When building a column beam frame, a precast beam member may be used.
The construction of a column beam frame using precast beam members is done by constructing the panel part, which is a joint between the beam member and the column member, with cast-in-place concrete while the beam member is supported by a temporary member such as a support work. In general, the column and the beam are integrated.

  However, the labor for installing and removing the support for supporting the beam member may hinder early construction, and the cost may be high due to the material costs of many support works.

  Therefore, Patent Document 1 discloses a column beam frame structure that can form a column beam frame using a precast beam without arranging a support work.

Such a column beam frame structure is configured by placing the end portion of the beam member on the upper surface of the column in a state of abutting against another adjacent beam member.
In this structure, a reinforcing bar receiving portion for connecting to the beam is formed in advance at the upper end portion of the column, and the reinforcing bar is inserted through the butting portion between the beams and fixed to the reinforcing bar receiving portion. Thus, the pillar and the two beam members are integrally connected. Since both ends of the beam member are supported by columns, it is possible to omit a support work for supporting the beam member, and to save time and labor required for installing and removing the support work.

JP 2007-303154 A

In the conventional column beam frame structure, since two beam members are abutted on the upper surface of the column, the ground contact area between the beam member and the column is limited. For this reason, when the span of the beam is long and the weight of the beam is increased, there is a case where the fixation at the butt portion between the beam members becomes unstable.
In addition, in the panel part where the beam member and the column member intersect, there is a joint part (dry joint part or joint part where mortar is interposed) where the beam members are butted together. When a shearing force acts on the panel portion, the joint portion may be displaced to reduce the rigidity, or the proof stress of the panel portion may be reduced.
Furthermore, even if the hoop muscles of the divided panel portions are joined together, it takes time and labor for the work. Further, when another beam is attached from the orthogonal direction, it is difficult to perform the bar arrangement work because it intersects with the joint of the orthogonal beam main bars. However, these problems have not been studied in Patent Document 1.

  An object of the present invention is to provide a precast beam member capable of efficiently and safely constructing a column beam frame, and a building structure including the beam member.

In the beam member of the present invention that solves such a problem, a beam portion corresponding to an internal span and a panel portion that is formed at both ends of the beam portion and placed on the upper surface of the column are integrally formed. In addition, the precast beam member is characterized in that the panel portion is formed in a flat cross-sectional shape equivalent to the pillar, and another pillar is erected on the upper surface of the panel portion.
In the panel portion of the beam member, reinforcing bar insertion holes may be formed corresponding to the positions of the main bars of the columns, or vertical bars may be arranged corresponding to the positions of the main bars of the columns.
Here, the “flat cross-sectional shape equivalent to a column” is not limited to the case where it completely matches the flat cross-sectional shape of the column. For example, if it is a shape which can insert all the main bars of a pillar, even if it is a case where the plane cross-sectional shape of a pillar differs, it shall be included in "the cross-sectional shape equivalent to a pillar."

  According to such a beam member, since the beam portion and the panel portion are integrally formed, the beam portion is supported only by placing the panel portion on the upper end of the column. For this reason, it becomes possible to construct a column beam frame efficiently and safely. Moreover, since the panel part is formed in the flat cross-sectional shape equivalent to a pillar, it can be stably mounted on a pillar. Further, since there is no joint between the beam members in the panel portion, sufficient rigidity and strength can be ensured even during an earthquake.

  The beam member according to the present invention can be applied to a large-span column beam structure in which a large shearing force is generated at the end of the beam when the tension is applied to the beam and the panel by a tension material. It becomes possible to adopt.

When a tension material from one panel part to the other panel part is provided, an unbonded section is provided at the end of the beam part and the panel part to reduce the load on the concrete at this part. You may let them.
Such an unbonded section may be configured, for example, by inserting the tendon through a sheath tube disposed in the section and a fixing metal disposed at both ends of the sheath tube.

  In addition, the portion adjacent to the center side of the span of the unbonded section is a portion that may cause adhesion split fracture due to the force that spreads the concrete radially around the tension material, The splitting strength of the concrete at this part may be increased by arranging a spiral line surrounding the tendon.

  In addition, in a building structure constructed using the beam members, it is possible to construct a continuous beam by forming an intermediate beam constructed of cast-in-place concrete between adjacent beam members. It becomes possible and construction of a large-scale building becomes possible.

  According to the beam member and the building structure of the present invention, it is possible to construct the column beam frame efficiently and safely.

It is sectional drawing which shows the building structure which concerns on embodiment of this invention. It is a figure which shows the structure of the beam member of 1st embodiment, Comprising: (a) is a longitudinal cross-sectional view, (b) is XX sectional drawing of (a), (c) is Y-- of (a). It is Y sectional drawing. It is a figure which shows the structure of the beam member of 2nd embodiment, Comprising: (a) is a longitudinal cross-sectional view, (b) is a plane cross-sectional view, (c) is a stress figure. It is a figure which shows a part of beam member of FIG. 3, Comprising: (a) is an expansion plane sectional view, (b) is an expansion longitudinal cross-sectional view. It is an expanded vertical sectional view which shows a part of building structure. It is a figure which shows the modification of a beam member, Comprising: (a) is a longitudinal cross-sectional view, (b) is a plane cross-sectional view, (c) is a stress figure. It is a figure which shows the modification of a building structure, Comprising: (a) is a longitudinal cross-sectional view, (b) is a cross-sectional view.

  As shown in FIG. 1, the building structure S according to the first embodiment includes a plurality of columns 1, 1,... And adjacent beams 1, 1,. Has been.

  In addition, the number of the pillars 1 and the beams 2 which comprise the building structure S is not limited, What is necessary is just to set suitably according to the scale of the building to be constructed.

  The beam 2 of the present embodiment includes precast sections A and A formed by using the beam member 3 and a spot casting section B in which the intermediate beam 4 is formed by spot casting.

  As shown in FIG. 1, the beam member 3 is installed on adjacent columns 1, 1. The beam member 3 is formed on both ends of the beam portion 31 corresponding to the inner span and on the upper surface of the column 1. The panel portions 32 and 32 to be placed are integrally formed members.

  In the present embodiment, as shown in FIGS. 2A and 2B, a tension member 33 is arranged at the lower portion of the beam portion 31. The tendon 33 is arranged through the panel portions 32 and 32. In the present embodiment, a wire or deformed reinforcing bar is used as the tendon 33 from the PC steel, but the material constituting the tendon 33 is not limited. Further, the reinforcing bar 33 is not limited to the lower part.

  As shown in FIGS. 2A and 2C, the beam 2 in the precast section A is formed by placing cast-in-place concrete on the upper surface of the beam portion 31 that is a precast member.

  The cast-in-place concrete portion 31a placed on the upper surface of the beam portion 31 is formed by placing concrete integrally with the slab 5, as shown in FIG. Thereby, the beam 2 and the slab 5 are integrated.

  Tension 33 is given tension. Note that the tension applied to the tension member 33 may be pre-tension or post-tension.

  As shown in FIGS. 2A and 2B, a spiral muscle 34 is disposed around the end portion of the tendon 33. Note that the spiral streak 34 may be disposed as necessary, and may be omitted.

The panel part 32 is a part mounted on the upper surface of the pillar 1 as shown in FIG.
As shown in FIGS. 2A and 2B, the panel portion 32 is formed in a flat cross-sectional shape equivalent to that of the pillar 1 and has a height equivalent to that of the beam 2. ing.
On the upper surface of the panel portion 32, the upper-layer pillar 1 is erected.

  In this embodiment, the reinforcing bar insertion holes 35, 35,... Are formed in the panel portion 32 corresponding to the positions of the column main bars 11, 11,... Of the column 1, and the column main bars protruding from the upper surface of the column 1 below. The panel part 32 is arranged on the upper surface of the column 1 in a state where 11, 11,... Are inserted through the reinforcing bar insertion holes 35, 35,.

  The panel part 32 and the pillar 1 are integrated by filling the reinforcing bar insertion hole 35 with the filler while the column main reinforcement 11 is inserted.

  The column main reinforcement 11 penetrates the panel part 32 and is inserted into the upper column 1. Integration of the upper and lower columns 1 and 1 is realized by arranging the column main bars 11 of the columns 1 of the lower floor in a state where they are continuous to the columns 1 of the upper floor.

As shown in FIG. 2A, an L-shaped upper end line 36 is arranged at the upper part of the panel portion 32. One end portion of the upper end reinforcement 36 protrudes toward the beam portion 31, and is connected to the upper end reinforcement 37 of the beam 2 via a joint member 38 at the time of constructing the spot cast concrete portion 31 a.
The panel portion 32 and the cast-in-place concrete portion 31a are integrated through upper end bars 36 and 37.

  As shown in FIG. 1, the intermediate beam 4 is formed of cast-in-place concrete in a cast-in-place section B sandwiched between left and right precast sections A and A.

The intermediate beam 4 is formed so that both ends thereof are connected to the side surface of the panel portion 32 of the adjacent beam member 3.
The method of connecting the intermediate beam 4 and the beam member 3 is not limited. For example, the intermediate beam 4 is constructed by connecting and extending the reinforcing bars protruding from the panel portion 32 of the beam member 3, What is necessary is just to perform suitably, such as constructing the intermediate beam 4 in the state which installed connection members, such as an anchor.

The construction of the intermediate beam 4 is constructed using a hanging form 41 as shown in FIG. The suspension form frame 41 is arranged in the spot-launched section B using a suspension form frame jig 42 installed on the panel portions 32 and 32 of the adjacent beam members 3 and 3.
In addition, the construction method of the intermediate beam 4 is not limited and may be appropriately performed.

  The building structure S of the present embodiment is excellent in workability because the support work in the section A is not required when the beam 2 is installed. Therefore, it becomes possible to construct a column beam frame efficiently and safely.

  In addition, since the beam member 3 can be easily fixed to the column 1, it is possible to omit or reduce the number of support works required to support the beam 2 during construction, resulting in significant costs. Down and construction time can be shortened.

Further, by precasting the panel portion 32 as a whole, it is possible to ensure stable quality, rigidity and strength for the column beam joint portion.
Moreover, since the panel member 32 is integrally formed in advance, the beam member 3 can cope with a large span. Further, since the tension members 33 are disposed in advance, even when a large shearing force is generated at the end of the precast beam (beam portion 31) having a low beam length when the column beam frame is constructed, it can be safely removed. 1 has excellent proof stress that can be transmitted to 1.

  In addition, since spiral muscles 34 are disposed around both ends of the tension member 33 where the tension member 33 of the beam member 3 is likely to be broken, when the adhesion split fracture and tension force is introduced (when the tension member is released) While the split due to the pressure is restrained from both ends, the force of radially spreading around the tendon 33 at the end of the tendon 33 is restrained.

  Further, by constructing the intermediate beam 4 between the adjacent beam members 3 and 3, the continuous beam 2 can be formed, and a large-scale building structure S can be constructed.

  The beam member 3 according to the second embodiment is also installed on the adjacent columns 1, 1, and is formed on the beam 31 corresponding to the inner span and on both ends of the beam 31 and mounted on the upper surface of the column 1. The panel portions 32 and 32 to be placed are integrally formed members (see FIG. 1).

  As shown in FIGS. 3A and 3B, a tension member 33 is arranged in the beam member 3 at the lower portion of the beam portion 31. The tendon 33 is laid through from one panel portion 32 to the other panel portion 32. In this embodiment, a deformed reinforcing bar is used as the tendon 33, but the material constituting the tendon 33 is not limited. Further, the reinforcing bar 33 is not limited to the lower part of the beam portion 31. In addition, tension | tensile_strength is provided to the tension | tensile_strength material 33 by the pretension system.

The beam member 3 is formed with a prestress section A1 and unbond sections A2 and A2. In this embodiment, the edge part of the beam part 31 and the panel part 32 are made into unbond area A2. A sheath tube 39 is disposed around the tendon 33 in the unbond section A2. The space between the sheath tube 39 and the tendon material 33 is filled with a filler (such as a grout material).
In the present embodiment, the unbond section A2 is formed by disposing the sheath tube 39, but the unbond processing method is not limited.

A fixing hardware 33a is disposed at a boundary portion between the pre-stress section A1 and the unbond section A2. The fixing metal 33 a is fixed to the tendon 33.
Further, spiral muscles 34 surrounding the tendon 33 are arranged at both ends of the pre-stress section A1 (sites adjacent to the end of the unbond section A2 on the center side of the span).

  In addition, since the configuration of the beam member 3 according to the second embodiment is the same as the configuration of the beam member 3 shown in the first embodiment, detailed description thereof is omitted.

  The beam member 3 is constructed at a factory or a work yard. Specifically, first, a tension member 33 is arranged in a mold (not shown) to introduce a tension force (see FIGS. 4A and 4B). At this time, the sheath tube 39 is disposed at both ends of the tendon 33 corresponding to the position of the unbond section A2. A fixing metal 33a is disposed at the end of the sheath tube 39 on the center side of the span (prestress section A1 side), and a spiral streak 34 is disposed on the center side of the span of the fixing metal 33a.

  Next, concrete is placed in the mold, and after the concrete is hardened, the end of the tension member 33 is released. Thereby, prestress by the pretension method is introduced into the prestress section A1 in which the sheath tube 39 is not disposed.

  After the prestress is introduced into the prestress section A1, the sheath tube 39 is filled with a filler. Further, the fixing metal 33a is fixed to the tip of the tendon 33, and mortar is filled around the fixing metal 33a.

  As described above, according to the beam member 3 of the second embodiment, since the end portion of the beam portion 31 and the panel portion 32 are provided with unbonded sections, only the prestress section A1 is provided as shown in FIG. In addition, pre-stress can be introduced to provide sufficient strength in the central area of the beam with large deflection.

  In this embodiment, when receiving an earthquake load, both ends of the beam portion 31 (joint portion between the beam portion 31 and the panel portion 32) that are likely to crack are defined as the unbonded section A2, and the RC structure (reinforced concrete structure) is used. The stress state is close. Even if a crack occurs in the unbonded section, the adhesion between the fixing hardware 33a and the concrete in the prestressed section A1 is hardly affected, and therefore the difference in prestress level is unlikely to occur before and after a large earthquake.

  In addition, since the spiral muscle 34 is arranged in the fixing area A1 ′ on the center side of the span of the sheath tube 39 (both ends of the prestress section A1), the adhesive split fracture and the tension force are introduced (when the tension material is released). ) Is constrained from both ends, and the force of radially expanding the tension material 33 at the end of the prestress section A1 is constrained.

  In addition, since the fixing hardware 33a is disposed at both ends of the prestress section A1, prestress can be introduced more effectively.

  Since the effects of the beam member 3 of the other second embodiment are the same as those of the beam member 3 of the first embodiment, detailed description thereof is omitted.

  When the intermediate beam 4 is formed by the cast-in-place concrete in the spot cast section B sandwiched between the left and right precast sections A and A of the building structure S using the beam member 3, both ends of the intermediate beam 4 are adjacent to each other. It forms so that it may connect with the side surface of the panel part 32 of the beam member 3 (refer FIG. 1).

  Although the connection method of the intermediate beam 4 and the beam member 3 is not limited, in this embodiment, as shown in FIG. 5, the tension member 33 and the reinforcing bar 37 protruding from the panel portion 32 of the beam member 3 By connecting the reinforcing bars 41 and 41 of the intermediate beam 4 via the joint member 38 (mechanical joint), the unit is constructed in an integrated manner.

  In addition, since the matters regarding the intermediate beam 4 are the same as the contents shown in the first embodiment, the detailed description thereof is omitted.

The preferred embodiments of the present invention have been described above. However, the present invention is not limited to the above-described embodiments, and it goes without saying that the above-described constituent elements can be appropriately changed without departing from the spirit of the present invention.
For example, the pillar 1 may be constructed by a precast member or may be constructed by on-site construction.

  Moreover, the structure of the panel part 32 is not limited, For example, a vertical bar is previously arranged in the state which penetrated the panel part 32 in the position of the column main reinforcement 11 of the pillar 1, and the said vertical line is made up and down. It is good also as what is made to continue with the column main reinforcement 11 in the state inserted in the edge part of the column 1 of this.

  Moreover, although the said embodiment demonstrated the case where the beam member 3 was comprised with a half precast member, the beam member 3 may be a full precast member.

Moreover, although each said embodiment demonstrated the case where the spiral reinforcement 34 was arranged around the tension material 33 in the both ends of the area where the prestress was introduce | transduced, the column beam frame is arrange | positioned underground. When there is little damage to the end of the beam 31 due to seismic force or the like, as shown in FIG. 6, prestress is introduced into the entire beam 31 and the panel 32, and further, the spiral muscle 34, etc. The reinforcing member may be omitted.
Since the panel portion 32 serving as the fixing area A1 ′ has a large volume, the covering thickness with respect to the tension material 33 can be increased, so that the unbonding process and the spiral streak 34 for reinforcing the adhesion splitting can be omitted.

  Moreover, although the building structure S comprised by the forward beam type was demonstrated in the said embodiment, as shown to Fig.7 (a) and (b), a reverse beam type may be sufficient. In this case, the slab 5 is formed so that the lower surface of the slab 5 and the lower surface of the beam member 3 are flush with each other. That is, in the state where the slab formwork 51 is arranged in accordance with the lower surface of the beam member 3, the bar arrangement of the slab 5 and the concrete placement are performed.

In the above-described embodiment, the case where the tension member 33 is disposed below the beam member 3 has been described. However, when the beam span is short, it is not necessary to apply prestress to the lower portion of the beam member 3.
The intermediate beam 4 may be formed according to the scale of the building, the construction procedure, etc., and may be omitted.

  Moreover, although the said embodiment demonstrated the case where the beam member 3 was horizontally mounted on the two pillars 1 and 1, the one beam member 3 may be mounted on the three or more pillars 1. FIG. In this case, the panel part 32 shall be formed corresponding to the position of the pillar 1, and the beam part 2 shall be formed between each panel part 32. FIG.

DESCRIPTION OF SYMBOLS 1 Column 2 Beam 3 Beam member 31 Beam part 32 Panel part 33 Tension material 34 Spiral muscle 39 Sheath pipe 4 Intermediate beam A1 Prestress section A2 Unbond section S Building structure

Claims (5)

A precast beam member in which a beam portion corresponding to an inner span and a panel portion formed on both ends of the beam portion and placed on the upper surface of a column are integrally formed,
The panel portion is formed in a flat cross-sectional shape equivalent to the column, and a reinforcing bar insertion hole is formed or a vertical bar is arranged corresponding to the position of the main bar of the column,
A beam member, wherein another column is erected on an upper surface of the panel portion.   The beam member according to claim 1, wherein a tension force by a tension material is applied to the beam portion and the panel portion. A tension material is provided from one panel part to the other panel part,
The beam member according to claim 1, wherein an unbond section is provided in an end portion of the beam portion and the panel portion.   4. The beam member according to claim 3, wherein a spiral line surrounding the tendon is arranged in a portion adjacent to an end portion of the unbonded section on the center side of the span. A building structure constructed using the beam member according to any one of claims 1 to 4,
A building structure comprising an intermediate beam constructed of cast-in-place concrete between adjacent beam members.

Images