JP5363930B2 - Precast member joining structure and construction method thereof - Google Patents

Precast member joining structure and construction method thereof Download PDF

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JP5363930B2
JP5363930B2 JP2009219139A JP2009219139A JP5363930B2 JP 5363930 B2 JP5363930 B2 JP 5363930B2 JP 2009219139 A JP2009219139 A JP 2009219139A JP 2009219139 A JP2009219139 A JP 2009219139A JP 5363930 B2 JP5363930 B2 JP 5363930B2
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joint
precast
hole
joining
gap
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JP2011069064A (en
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良弘 田中
健 北村
郁夫 岩崎
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大成建設株式会社
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a joint structure of a precast member that can be rapidly constructed. <P>SOLUTION: The joint structure is provided for joining adjacent precast girders 1A, 1B. Joint reinforcements 2 partially embedded inside are provided projecting from the joint surface 11 of one precast girder 1A, and insertion holes 23 for storing the projecting parts 21 of the joint reinforcements are formed from a joint surface 11 of the other precast girder 1B. A clearance 10 is formed between the joint surfaces, and a filler 5 is filled in the insertion holes 23 with the projecting parts 21 inserted, and in the clearance 10. <P>COPYRIGHT: (C)2011,JPO&amp;INPIT

Description

  The present invention relates to a joining structure of a joining portion generated when a main girder and a floor slab constituting a bridge, an artificial ground and the like are constructed using a precast member, and a construction method thereof.

  Conventionally, when building floor slabs and main girders such as piers and bridges, precast concrete members are manufactured in advance at the factory, the precast concrete members transported to the site are lifted and arranged by a crane, and adjacent precast concrete members are arranged together. A method of constructing an integral floor slab or main girder by joining them is known (see Patent Documents 1 to 3).

  For example, Patent Document 1 discloses a match-cast type joining structure that fits a concave portion formed on the joint surface of one precast member and a convex portion provided on the joint surface of the other precast member. Yes.

  Furthermore, as a prior art of Patent Document 1, a joint structure is disclosed in which a U-shaped connecting reinforcing bar protruding from both members is overlapped with a large gap between the precast members, and concrete is filled around the joint. ing. Patent Document 2 discloses a joining structure in which a perforated plate projected between precast members is overlapped and high strength fiber reinforced concrete is filled around the perforated plate.

  On the other hand, in Patent Document 3, there is a concrete member in which a horizontal hole for temporarily storing a PC steel material is provided in advance at the edge, and a vertical hole connected to the horizontal hole is provided from the upper surface at a position where the end of the PC steel material is fixed. It is disclosed. The PC steel material is slid inside the horizontal hole to pass the PC steel material between the concrete members, and the prestress is introduced by tightening the end of the PC steel material using the vertical hole.

Japanese Patent No. 2602793 Japanese Patent No. 4022205 Japanese Patent No. 2913461

  However, in the match cast method of Patent Document 1, it is difficult to form a concave portion and a convex portion with an accurate shape on the joint surface, and if there is a manufacturing error, the fitting cannot be performed, or the convex portion may be lost due to stress concentration. There is.

  In addition, in the method in which the gap between the precast members is as large as possible and the concrete is filled in the gap, if rapid-shrinking non-shrink mortar is filled in order to shorten the setting time, the hardening is completed before the filling is finished. In the beginning, poor filling may occur. Furthermore, if the dimensional ratio of the thickness and width of the filling portion is increased, the compressive strength is reduced, so that a high-strength filler must be used, and the material cost increases.

  Moreover, since the joining structure of patent document 3 needs to provide the vertical hole for tension | tensile_strengthening and fixing PC steel materials, and it takes time and effort for a tension | tensile_strength work, when joining only with PC steel materials, a number will increase. The amount of work may increase.

  Then, this invention aims at providing the joining structure of the precast member in which rapid construction is possible, and its construction method.

  In order to achieve the above object, the precast member joining structure of the present invention is a joining structure for joining adjacent precast members, and is a length in which a part is embedded inside from the joining surface of one precast member. A length joint material is projected, an insertion hole is formed from the joint surface of the other precast member to accommodate the protruding portion of the long joint material, and a gap is formed between the joint surfaces. The insertion hole into which the joint material is inserted and the gap are filled with a filler.

  Further, another precast member joining structure of the present invention is a joining structure for joining adjacent precast members, and a storage hole in which a long joint material is stored is formed from the joining surface of one precast member. An insertion hole for accommodating the protruding portion of the long joint material is formed from the joint surface of the other precast member, a gap is formed between the joint surfaces, and the long joint material is inserted into the storage hole. Part of the long joint material is accommodated in the insertion hole by being moved from the insertion hole toward the insertion hole, and the filling hole is inserted into the storage hole, the insertion hole, and the gap into which the long joint material is inserted. It is filled.

  Here, it is preferable that prestress is introduced into the filler filled in the gap, and the gap is a narrow gap in which the prestress can be introduced evenly between the joint surfaces.

  Further, both the precast members are formed with an extension portion having a predetermined thickness in the axial direction from the joint surface, a tension member is disposed between the extension portions, and prestress is introduced by the tension member. It can be.

  Further, a recess may be formed on the joint surface, and the recess may be filled with the filler. In addition, irregularities can be formed in the hole wall of the insertion hole. Moreover, the enlarged part may be formed in the edge part of the said long joint material.

The precast member is a cementitious matrix obtained by mixing a composition containing cement, pozzolanic reactive particles, aggregate particles having a maximum particle size of 2.5 mm or less, and a dispersant with water. Compressive strength obtained by mixing 1 to 4% of the fiber with a diameter of 0.1 to 0.3 mm and length of 10 to 30 mm is 150 to 200 N / mm 2 , and bending tensile strength is 25 to 45 N / mm 2, or may be split Tensile strength is manufactured by fiber reinforced cementitious composite material having mechanical properties of 10~25N / mm 2.

  Furthermore, the precast member joining structure construction method of the present invention is characterized by curing after filling with the filler until reaching a predetermined strength, and then introducing prestress.

  In the joining structure of the precast member of the present invention configured as described above, the long joint material embedded in one precast member is inserted into the insertion hole of the other precast member, and the gap between the insertion hole and the precast member is inserted. Fill with filler continuously.

  For this reason, since there are very few operations on site and waiting time such as curing can be shortened, the precast members can be joined together by rapid construction. Further, since the long joint material is directly fixed inside the precast member, the bending rigidity can be increased and the occurrence of cracks can be suppressed.

  Further, another joining structure of the precast member of the present invention is that the long joint material stored in the storage hole of one precast member is moved toward the insertion hole of the other precast member, and the storage hole, the insertion hole And the filler is continuously filled in the gap between the precast members.

  For this reason, when installing the precast member, there is very little on-site work such as no need for horizontal movement, and waiting time such as curing can be shortened, so that the precast members can be joined together by rapid construction. Further, since the long joint material is fixed inside the precast member, the bending rigidity can be increased and the occurrence of cracks can be suppressed.

  Moreover, prestress can be introduce | transduced equally by making the clearance gap between precast members into a narrow gap. Further, if the gap is narrow, the filling amount of the filler can be reduced, and the compressive strength can be increased by the shape effect.

  Further, if the extension portion is provided from the joint surface of the precast member and the tension material is disposed between the extension portions, it is possible to easily introduce prestress without changing the shape of the main body portion of the precast member. it can. Furthermore, by introducing prestress, it is possible to increase the resistance to cracking with respect to the bending moment.

  Further, if a concave portion is formed on the joint surface and the concave portion is filled with a filler, a shear key having a high degree of adhesion is formed, and shear displacement deformation in the joint structure can be suppressed by transmission of mechanical force. .

  Furthermore, by forming the hole wall of the insertion hole to be uneven, the adhesion strength with the filler filled around the long joint material increases, so the length of the insertion hole can be shortened. Moreover, the fixing force of a long joint material can be increased by providing an enlarged part in the edge part of a long joint material.

  Moreover, if the precast member is made of a fiber-reinforced cement-based mixed material, the fixing length of the long joint material to be embedded or the length of the insertion hole can be shortened, and the construction time such as material reduction or filling time can be reduced. Can be reduced.

  Furthermore, if prestress is introduced between the precast members, the strength of the joint structure increases and the occurrence of cracks can be suppressed.

It is a perspective view explaining the process of joining the precast members of embodiment of this invention. It is sectional drawing explaining the structure of the joining structure of the precast member of embodiment of this invention. It is explanatory drawing which showed the process of moving the precast member which embed | buried the long joint material toward the precast member provided with the insertion hole. It is sectional drawing explaining the process of filling a filler. It is sectional drawing explaining the structure of the joining structure of the precast member of Example 1. FIG. It is explanatory drawing which showed the process of moving the elongate joint material of Example 1 from a storage hole to an insertion hole. FIG. 6 is a cross-sectional view illustrating a process of filling the filler of Example 1. It is sectional drawing explaining the shape of the insertion hole of Example 2. FIG. It is a figure explaining the shape of the long joint material of Example 2, Comprising: (a) is a perspective view at the time of providing an enlarged part at one end, (b) is a perspective view at the time of providing an enlarged part at both ends is there.

  Hereinafter, embodiments of the present invention will be described with reference to the drawings.

  FIG. 1 is a perspective view for explaining a process of building a main girder to be installed when building a bridge, a pier, an artificial ground, etc. by joining PCa girders 1A and 1B as precast members. The PCa girders 1A and 1B are sequentially arranged and joined in the axial direction of the bridge, for example, and a floor slab (not shown) is provided thereon. That is, the axial direction of the PCa girders 1A and 1B is the joining direction and the bridge axial direction. The axis orthogonal direction of the PCa girders 1A and 1B is the bridge axis orthogonal direction.

  First, the configuration of the PCa girders 1A and 1B will be described with reference to FIGS. The PCa girders 1 </ b> A and 1 </ b> B mainly include a main body portion 12 having a substantially I-shaped cross section and a substantially rectangular plate-shaped extension portion 13 provided at an end portion of the main body portion 12. The cross section of the main body 12 is not limited to an I shape, and may be any shape such as a box shape, a U shape, a rectangle, a π shape, a T shape, an inverted T shape, or a comb shape.

  In addition, the extended portion 13 has a joint surface 11 formed on one side surface, and a projecting surface 13 a projecting from the web of the main body portion 12 is formed on the opposite side of the joint surface 11 in the bridge axis direction. . And the distance of this joining surface 11 and the overhang | projection surface 13a becomes the predetermined thickness for arrange | positioning the PC steel rod 3 as a tension material.

  Furthermore, a plurality of concave portions 4,... Are formed on the bonding surface 11 with an interval in the vertical direction. This recessed part 4 is formed in the position which the joint surfaces 11 and 11 of PCa girders 1A and 1B to join oppose, respectively. When the filler 5 is filled in the recess 4 and cured, it becomes a shear key.

  Moreover, the joining rebar 2 as a long joint material is attached to one PCa girder 1A. A deformed reinforcing bar can be used as the joining reinforcing bar 2. The joint rebar 2 has an embedded portion 22 embedded in the PCa girder 1A and a protruding portion 21 that protrudes from the joint surface 11 in the joining direction.

  Further, as shown in FIG. 1, a plurality of joint reinforcing bars 2 are protruded with an interval in the direction orthogonal to the bridge axis, and are protruded with an interval in the vertical direction above and below the PCa beam 1A.

  On the other hand, in the extended portion 13 of the PCa girder 1B, an insertion hole 23 for accommodating the protruding portion 21 is extended from the joint surface 11 in the bridge axis direction. The insertion hole 23 is formed at a position facing the joining rebar 2.

  Further, the insertion hole 23 has a diameter larger than that of the joining rebar 2, and a predetermined interval is ensured between the insertion hole 23 and the protruding portion 21 as shown in FIG. 2. Further, the filler 5 is filled between the hole wall of the insertion hole 23 and the protruding portion 21.

  Moreover, as shown in FIG. 2, the PCa girders 1A and 1B are formed with through holes 31 and 31 for inserting the PC steel rod 3, respectively. That is, the through hole 31 extends in the bridge axis direction so as to penetrate from the joint surface 11 to the projecting surface 13a.

  Further, a cylindrical sealing material 34 is attached around the opening of the joint surface 11 so that the filler 5 does not flow into the through hole 31. The sealing material 34 is formed of foamed resin such as closed cell urethane resin or foamed rubber.

  The PC steel bar 3 is installed in order to introduce prestress between the PCa girders 1A and 1B. A bearing plate 32 and a nut 33 are respectively attached to both ends of the PC steel bar 3, and the PC steel bar 3 is tensioned by tightening the nut 33.

  Here, the PCa girders 1A and 1B can be formed of a cement-based mixed material such as concrete. The PCa girders 1A and 1B of the present embodiment are manufactured using a fiber reinforced cement-based mixed material having an ultra high strength, among others.

  This fiber-reinforced cement-based mixed material is obtained by mixing fibers into a cement-based matrix obtained by mixing a composition containing cement, aggregate particles, pozzolanic reactive particles, and a dispersant with water. To manufacture.

  Here, as the aggregate particles, aggregate powder such as cinnabar having a maximum particle size of 3.0 mm or less, preferably 2.5 mm or less is used. Further, as the pozzolanic reaction particles, those having a particle size of 15 μm or less are used. For example, silica fume or the like is used as a highly active pozzolanic reaction particle having a particle size of 0.01 to 0.5 μm, and fly ash or blast furnace slag is used as a low activity pozzolanic reaction particle having a particle size of 0.1 to 15 μm. To do. These pozzolanic reactive particles having different activities can be mixed or used alone. In addition, at least one type of dispersant such as a high-performance water reducing agent is used in order to improve fluidity.

For the fiber, for example, a steel fiber having a diameter of about 0.1 to 0.3 mm and a length of about 10 to 30 mm and a tensile yield stress of 2600 to 2800 N / mm 2 is used. Further, this steel fiber is mixed in an amount of about 1 to 4% of the total volume of the fiber-reinforced cementitious mixed material to be produced.

A member formed of the fiber-reinforced cement-based mixed material manufactured with such a composition has a compressive strength of 150 to 200 N / mm 2 , a bending tensile strength of 25 to 45 N / mm 2 , and a split tensile strength of 10 to 25 N. / Mm 2 , water permeability is 4.0 × 10 -17 cm / sec, salinity diffusion coefficient is 0.0019 cm 2 / year, and elastic modulus is 50 to 55 GPa.

  And PCa girders 1A and 1B are manufactured in a factory etc. using such a fiber reinforced cementitious mixed material. Here, when the PCa girders 1A and 1B are formed of the fiber-reinforced cement-based mixed material, it is usually unnecessary to arrange reinforcing bars. Moreover, even if the length of the buried portion 22 of the joining reinforcing bar 2 is shortened, the desired fixing force can be ensured because the adhesion strength is high.

  As shown in FIGS. 2 and 4, a gap 10 is formed between the joint surfaces 11 and 11 of the opposing PCa girders 1A and 1B. The gap 10 and the insertion holes 23 are filled with the filler 5.

  The filler 5 includes a non-shrink mortar containing a cement-based material and cinnabar sand, a fast-set non-shrink mortar that exhibits early strength, and an organic fiber such as PVA fiber, polypropylene fiber, or high-strength polyethylene fiber. A material mixed with carbon fiber or steel fiber, an epoxy resin, an acrylic resin, a resin mortar, or the above-described fiber-reinforced cement-based mixed material can be used.

  Next, a method for constructing the joint structure of the PCa girders 1A and 1B of the present embodiment will be described.

  First, PCa girders 1A and 1B are manufactured in a factory. The PCa girders 1A and 1B are formed of the above-described fiber-reinforced cement mixed material. Further, when molding the PCa girders 1A, 1B, the joining rebars 2,... Are projected at predetermined positions, and the insertion holes 23,. A mold is placed at the place where the is formed, and is molded at the same time.

  Further, as shown in FIG. 3, a ring-shaped sealing material 34 is pasted around the opening of the through hole 31 in the joint surface 11 of the PCa beam 1B.

  On the other hand, at the site of the bridge that joins the PCa girders 1A and 1B, as shown in FIG. 3, the PCa girders 1B having the axial direction aligned with the bridge axis direction are installed on the rubber bearing 61. On the other hand, the PCa girder 1A is installed on the sliding bearing 62 so that the protruding portion 21 of the joint reinforcing bar 2 does not contact the PCa girder 1B.

  The sliding bearing 62 is a temporary bearing in which grease is interposed between two steel plates, and the PCa girder 1A installed thereon can be easily moved horizontally. Then, when the PCa beam 1A is moved in the joining direction (in the direction of the white arrow in FIG. 3), the insertion holes 23 provided at positions where the protruding portions 21,...・ It will be housed.

  The horizontal movement of the PCa beam 1A is performed until the gap 10 between the PCa beams 1A and 1B reaches, for example, about 20 mm to 30 mm as shown in FIG. After the movement, the sliding bearing 62 of the PCa beam 1A is replaced with the rubber bearing 61. At this stage, the PCa girders 1A and 1B have a simple beam support structure and are stably installed.

  Further, the through holes 31 of the gap 10 are connected by a ring-shaped sealing material 34. Further, a mold 81 is installed around the gap 10. An injection hose 82 for injecting the filler 5 is attached to the lower part of the gap 10.

  Then, using this injection hose 82, the filler 5 in a pressurized state is filled toward the gap 10. The filler 5 poured into the gap 10 is launched from below and filled in the insertion holes 23. In addition, the deep part of the insertion hole 23 is connected to the air hole.

  Further, since the filler 5 is also filled in the recesses 4... Formed in the joint surfaces 11, 11, a shear key is formed in the recesses 4. . The filler 5 is cured until a predetermined strength is developed.

  Subsequently, the PC steel rod 3 is inserted into the through holes 31, 31 of the PCa girders 1A, 1B from the one overhanging surface 13a. Then, bearing plates 32 and 32 and nuts 33 and 33 are attached to both ends of the PC steel bar 3 protruding from the overhanging surfaces 13a and 13a on both sides, respectively.

  After the PC steel bar 3 is installed in this way and the strength of the filler 5 becomes equal to or higher than the predetermined value, the PC steel bar 3 is tensioned using a jack and the nut 33 is tightened. Prestress will be introduced.

  And when the filler 5 of the through-holes 31 and 31 hardens | cures, between the PCa girders 1A and 1B will be joined by the joining reinforcing bars 2, ... and the PC steel rod 3, and will be integrated.

  Next, the joint structure of the PCa girders 1A and 1B of the present embodiment and the operation of the construction method will be described.

  The joint structure of the PCa girders 1A and 1B of the present embodiment configured as described above inserts the joining rebar 2 embedded in one PCa girder 1A into the insertion hole 23 of the other PCa girder 1B. 23 and the gap 5 between the PCa girders 1A and 1B are continuously filled with the filler 5.

  For this reason, on-site joining work and the like are simple and can be performed in a short time, and waiting time for curing can be shortened. Therefore, the PCa girders 1A and 1B can be joined together by rapid construction. In particular, in the replacement work accompanying the aging of the bridge, since it is desired that the construction can be performed in as short a time as possible, the effect of adopting the joint structure of the present embodiment that enables rapid construction is high.

  Further, since the joining rebar 2 is fixed directly inside the PCa girders 1A and 1B through the filler 5 in the insertion portion 23 and directly in the embedded portion 22, the bending rigidity is increased and the occurrence of cracks can be suppressed. That is, the joint rebar 2 fixed inside the PCa girders 1A and 1B resists the bending moment as a tensile material. Moreover, even if a crack occurs, the joining rebar 2 bears a tensile force, so that the expansion of the crack width can be suppressed.

  Furthermore, a compressive force is generated inside the filler 5 or the expanded portion 13 on the opposite side of the pulled joint rebar 2, and the filler 5 or the fiber-reinforced cement-based mixed material can resist as the compressive material.

  If the gap 10 between the PCa girders 1A and 1B is a narrow gap, the shape of the joint formed by the filler 5 is very thin. Normally, the compressive strength of a concrete material is determined by a compression test using a cylindrical specimen having a dimensional ratio of thickness to width of 2: 1. However, as this ratio decreases, the lateral restraining effect on the specimen increases, so the compressive strength. Is known to increase.

  In the present embodiment, since the joint formed by the filler 5 filled in the gap 10 can be about 1:50 in terms of the thickness to width dimension ratio, the compressive strength can be significantly increased. Since the compressive strength can be increased by the shape effect as described above, even a material having a low compressive strength can be used as the filler 5. Moreover, since the filling amount of the filler 5 can be reduced if the gap 10 is narrow, the material cost can be reduced and rapid construction can be achieved.

  Furthermore, with such a narrow gap, even when prestress is introduced by the PC steel rod 3, prestress can be introduced evenly between the PCa girders 1A and 1B without causing any bias.

  Moreover, if it is the structure which provides the extended parts 13 and 13 from the joint surfaces 11 and 11 of PCa girders 1A and 1B, respectively, and arrange | positions the PC steel rod 3 between the expanded parts 13 and 13, the main-body part of PCa girders 1A and 1B Prestress can be easily introduced without changing the shape of the twelve. Furthermore, by introducing prestress, it is possible to increase the resistance to cracking with respect to the bending moment.

  Moreover, if the recessed part 4 is formed in the joining surface 11 and the recessed part 4 is filled with the filler 5, a shear key with high adhesion is formed, and shear displacement deformation in the joined structure is suppressed by transmission of mechanical force. can do. In particular, when prestress is introduced between the joining surfaces 11, the shearing force due to frictional resistance is also increased thereby.

  In addition, the PCa girders 1A and 1B manufactured using the above-described fiber-reinforced cement-based mixed material can have a weight less than half that of conventional prestressed concrete girders and reinforced concrete girders.

  Further, if the PCa girders 1A and 1B are made of a fiber-reinforced cement-based mixed material, the adhesive strength is high, so that the length of the embedded portion 22 of the bonding rebar 2 to be embedded and the length of the insertion hole 23 can be shortened. Moreover, if the length of the insertion hole 23 becomes short, the filling amount and filling time of the filler 5 can be reduced.

  Further, if the PCa girders 1A and 1B are stable with a simple support structure during construction, the PCa girders 1A and 1B can be loaded on the PCa girders 1A and 1B, so that the workability is excellent and a bridge can be constructed in a short period of time.

  Hereinafter, Example 1 of a form different from the above-described embodiment will be described with reference to FIGS. The description of the same or equivalent parts as those described in the above embodiment will be given the same reference numerals.

  The PCa girders 1C and 1D as the precast members of Example 1 have the same configuration as the PCa girders 1A and 1B of the above-described embodiment except for the configuration around the joint rebar 2.

  Then, if the peripheral structure of the joining reinforcing bar 2 of Example 1 is demonstrated, as shown in FIG. 6, the storage hole 24 longer than the length of the joining reinforcing bar 2 is formed in PCa girder 1D. The joint rebar 2 is stored in the storage hole 24.

  Further, the deep portions of the insertion holes 23, 23 of the PCa girder 1C are communicated with the air holes 23a, 23b as shown in FIG. The air holes 23a and 23b are opened on the upper surface or the upper side surface of the PCa beam 1C.

  Next, the construction method of the joint structure of the PCa girders 1C and 1D of the present embodiment will be described.

  First, PCa girders 1C and 1D are manufactured in a factory. The PCa girders 1C and 1D are formed of the above-described fiber-reinforced cement mixed material. Moreover, the drawing wire 7 is tied with the edge part by the side of the joining surface 11 of the joining reinforcement 2 accommodated in the storage hole 24 of PCa girder 1D.

  On the other hand, at the bridge site where the PCa girders 1C and 1D are joined, as shown in FIG. 6, the PCa girders 1C and 1D whose axial directions are aligned with the bridge axis direction are respectively installed on the rubber bearings 61 and 61.

  In the first embodiment, since the PCa girders 1C and 1D themselves are not horizontally moved, the PCa girders 1C and 1D are installed so that the gap 10 becomes a predetermined interval (for example, about 20 mm to 30 mm) at the time of joining. Further, the drawing wires 7 and 7 are passed through the insertion holes 23 and 23 so that the tips protrude from the air holes 23a and 23b.

  Subsequently, when the pulling wire 7 is pulled from above the PCa girder 1 </ b> C, the joining rebar 2 comes out of the storage hole 24 and moves toward the insertion hole 23. This movement is continued until the center of the joining rebar 2 is arranged in the gap 10.

  Further, a mold 81 is installed around the gap 10 as shown in FIG. Furthermore, an injection hose 82 for injecting the filler 5 is attached to the lower part of the gap 10. Then, the filler 5 is injected under pressure toward the gap 10 using the injection hose 82. The filler 5 poured into the gap 10 is launched from below and filled in the storage hole 24, the insertion hole 23, and the air holes 23a and 23b.

  The joint structure of the PCa girders 1C and 1D of the first embodiment configured as described above is directed so that the joint rebar 2 stored in the storage hole 24 of one PCa beam 1D faces the insertion hole 23 of the other PCa beam 1C. The filler 5 is continuously filled in the gap 10 between the storage hole 24, the insertion hole 23, and the PCa girders 1C and 1D.

  For this reason, since there is very little work at the field and waiting time, such as curing, can be shortened, PCa girders 1C and 1D can be joined by rapid construction. In particular, the joining rebar 2 can be bridged between the PCa girders 1C and 1D simply by pulling the pulling wire 7.

  Moreover, since the joining rebar 2 is fixed inside the PCa girders 1C and 1D via the filler 5, the bending rigidity can be increased and the occurrence of cracks can be suppressed.

  Other configurations and functions and effects are substantially the same as those of the above-described embodiment or other examples, and thus description thereof is omitted.

  Hereinafter, Example 2 applicable to the above-described embodiment and Example 1 will be described with reference to FIGS. The description of the same or equivalent parts as those described in the above embodiment or Example 1 will be given the same reference numerals.

  First, the shape of the hole wall of the insertion hole 23 (or the storage hole 24) of Example 2 will be described. In the second embodiment, as shown in FIG. 8, the hole wall of the insertion hole 23 (storage hole 24) is formed on the uneven wall surface 25. The uneven wall surface 25 can be formed using a punching mold or can be formed by cutting with a drill.

  If the hole wall is formed in the uneven wall surface 25 in this way, the adhesion strength with the filler 5 filled in the insertion hole 23 (storage hole 24) increases, so the length of the insertion hole 23 (storage hole 24) is increased. Even if the length is shortened, fixing power can be secured.

  Next, the joining reinforcing bars 2A and 2B as the long joint material of Example 2 will be described with reference to FIG. The joint reinforcing bar 2A shown in FIG. 9A is obtained by providing an enlarged portion 27 by joining a circular steel plate by friction welding or welding to one end of a shaft portion 26 made of a deformed reinforcing bar.

  When the enlarged portion 27 is provided as described above, when a pulling force is applied to the joint reinforcing bar 2A, a supporting pressure is applied to the filler 5 inside the enlarged portion 27, and the fixing force can be greatly increased.

  In addition, since the fixing force is increased by the enlarged portion 27, it is possible to shorten the length in which the joint rebar 2 on the side where the enlarged portion 27 is provided is embedded. Furthermore, when the enlarged portion 27 is provided at the end portion on the side accommodated in the insertion hole 23 or the storage hole 24, the length of the insertion hole 23 or the storage hole 24 can be shortened.

  On the other hand, as shown in FIG.9 (b), the enlarged parts 27 and 27 can also be provided in the both ends of the joining rebar 2B. In this case, all of the embedded portion 22, the protruding portion 21, the insertion hole 23, and the storage hole 24 can be shortened.

  Other configurations and functions and effects are substantially the same as those of the above-described embodiment or other examples, and thus description thereof is omitted.

  The embodiments and examples of the present invention have been described in detail with reference to the drawings. However, the specific configuration is not limited to the embodiments and examples, and the gist of the present invention is not deviated. Design changes are included in the present invention.

  For example, in the above-described embodiments and examples, the case where the main girder of the bridge is constructed with the precast member has been described, but the present invention is not limited to this, and the main girder of the pier or the artificial ground, the beam material or the floor slab The present invention can also be applied to the above.

  Moreover, in the said embodiment and Example, although the case where the PCa girders 1A, 1B, 1C, 1D were formed with the above-mentioned fiber reinforced cementitious mixed material was described, it is not limited to this, and prestressed concrete A precast member can be formed from a cement-based mixed material such as reinforced concrete.

  Furthermore, in the said embodiment and Example, although the case where a deformed reinforcing bar was used as a long joint material was demonstrated, it is not limited to this, A perforated steel plate, a PC steel rod, a PC cable, etc. are long. It can be used as a length joint material.

  Moreover, in the said embodiment and Example, although the case where the PC steel rod 3 was used as a tension | tensile_strength was demonstrated, it is not limited to this, PC cable, a high-strength reinforcing bar, etc. are used as a tension | tensile_strength. Can do.

  Further, in the second embodiment, the case where the disk-shaped enlarged portion 27 is provided has been described. However, the present invention is not limited to this, and the planar shape of the enlarged portion may be a rectangle or an ellipse. Moreover, it can replace with an expansion part and can also improve fixing force by providing a U-shaped hook etc. in the edge part of a long joint material.

1A, 1B PCa girder (precast member)
10 Crevice 11 Joint surface 13 Expansion part 2 Joint reinforcement (long joint material)
21 Protruding part 22 Buried part 23 Insertion hole 25 Uneven surface 3 PC steel bar (tensile material)
31 Through-hole 4 Recess 5 Filler 1C, 1D PCa girder (precast member)
24 Storage holes 2A, 2B Jointed rebar (long joint material)
27 Enlarged part

Claims (5)

  1. It is a joining structure that joins precast members adjacent in the lateral direction ,
    A long joint material partially embedded inside projects from the joint surface of one precast member, and an insertion hole is formed from the joint surface of the other precast member to accommodate the protruding portion of the long joint material. In addition, a gap is formed between the joint surfaces, and an insertion hole into which the long joint material is inserted and the gap is filled with a filler ,
    The long joint material is arranged with an interval in the vertical direction between the upper and lower parts of the precast member, and the tension material is placed between the upper and lower long joint materials in the vertical direction to be tensioned. A precast member joining structure, wherein prestress is introduced into a filler filled in a gap .
  2. It is a joining structure that joins precast members adjacent in the lateral direction ,
    A storage hole for storing the long joint material is formed from the joint surface of one of the precast members, and an insertion hole for accommodating the protruding portion of the long joint material is formed from the joint surface of the other precast member, A gap is formed between the joining surfaces, and a part of the long joint material is accommodated in the insertion hole by moving the long joint material from the storage hole toward the insertion hole. The storage hole into which the length joint material is inserted, the insertion hole, and the gap are filled with a filler ,
    The long joint material is arranged with an interval in the vertical direction between the upper and lower parts of the precast member, and the tension material is placed between the upper and lower long joint materials in the vertical direction to be tensioned. A precast member joining structure, wherein prestress is introduced into a filler filled in a gap .
  3. 3. The precast member joining structure according to claim 1, wherein unevenness is formed on a hole wall of the insertion hole. 4.
  4. The precast member has a cementitious matrix obtained by mixing a composition containing cement, a pozzolanic reactive particle, an aggregate particle having a maximum particle size of 2.5 mm or less, and a dispersant with water. Of 0.1 to 0.3 mm and a length of 10 to 30 mm mixed with 1 to 4% of the total volume, the compression strength is 150 to 200 N / mm 2 , the bending tensile strength is 25 to 45 N / mm 2 , joint structure precast members according to any one of claims 1 to 3, characterized in that split Tensile strength is manufactured by fiber reinforced cementitious composite material having mechanical properties of 10~25N / mm 2.
  5. A method for constructing a joint structure of precast members according to any one of claims 1 to 4 ,
    A precast member joining structure construction method characterized by curing after filling the filler until reaching a predetermined strength and then introducing prestress.
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JP6295019B2 (en) * 2012-06-14 2018-03-14 株式会社大林組 Concrete structure
JP5995788B2 (en) * 2013-06-13 2016-09-21 川田建設株式会社 Precast concrete floor slab connection structure
JP6338473B2 (en) * 2014-07-04 2018-06-06 大成建設株式会社 Precast structure joining method
JP6370729B2 (en) * 2015-03-03 2018-08-08 株式会社ピーエス三菱 Road bridge protective fence installation method
JP2018172893A (en) * 2017-03-31 2018-11-08 新日鉄住金エンジニアリング株式会社 Precast floor slab system and bridge structure
KR101980064B1 (en) * 2019-05-07 2019-08-28 현대건설주식회사 Construction Method of Crown Seawall Having Hollow Relief Recurved Wall for Wave Overtopping Reduction

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