JP6528275B2 - Joint structure of wood material and steel aggregate - Google Patents

Description

  The present invention relates to a joint structure of wood material and steel aggregate.

  Conventionally, as a method of directly joining the fireproof wooden column 1 and the steel frame beam 2, as shown in FIGS. 29 and 30, a load supporting portion (hereinafter referred to as core material 1a) of the fireproof wooden column 1 has a base plate and gusset. A construction method of joining the steel frame beams 2 using the plate 3 or the like, and a construction method of penetrating the steel frame beams 2 through the core material 1a of the fireproof wooden column 1 and joining as shown in FIG. 31 and FIG. (For example, refer to Patent Document 1 and Patent Document 2).

  In general, the steel frame beam 2 is provided with a fireproof coating in order to secure fire resistance (non-damage property) to fire heating for 1 hour (standard heating temperature time curve defined in ISO 834).

  The fireproof wooden pillar 1 is provided with a burnout layer (a self-combusting and carbonizing to form a heat insulating layer) and / or a burnout layer (prevents burning and carbonization of the burnout layer) 1b on the surface of the core material 1a. The burnout layer and the burnout layer 1b are treated as a fireproof covering layer so as to secure the load supporting ability of the core 1a at the time of fire.

JP, 2013-053415, A Japanese Patent Application Publication No. 2006-022639

  Here, it is known that the steel material temperature rises to about 500 to 550 ° C. when the steel frame beam securing fire resistance to fire heating for 1 hour receives fire heating for 1 hour. For this reason, the part of the fireproof wooden pillar which contacts and joins with the steel frame beam which gave fireproof coating will reach about 500-550 ° C.

  From this, in the above-mentioned conventional two-joint construction method, the portion where the steel beam and the core material of the fireproof wooden column contact and join exceeds the ignition temperature (260 ° C) of wood at the time of fire, and the fireproof wooden pillar has its load bearing capacity There is a risk of losing Moreover, even if the temperature of the steel frame beam does not exceed the ignition temperature of the wood, the core material of the fireproof wooden column may be carbonized when the temperature approaches 200 ° C., and the mechanical characteristics of the core material may also be lost. .

  In view of the above circumstances, according to the present invention, even when the joint between the wood material and the steel aggregate is subjected to one hour of fire heating (standard heating temperature time curve defined in ISO 834), the steel aggregate is contacted and joined. To keep the temperature of the core material of the lumber part at 260 ° C. or less, more preferably 200 ° C. or less, and to provide a joint structure of wood material and steel aggregate that exhibits excellent fire resistance performance I assume.

  In order to achieve the above object, the present invention provides the following means.

The joint structure of wood material and iron aggregate according to the present invention is a structure of a joint part of wood material and iron aggregate, and is configured to join the wood material and the iron aggregate via a concrete part, and the concrete The unit is characterized in that it is configured to be filled with concrete so as to cover the steel aggregate at the joint portion and to maintain a predetermined distance between the steel aggregate and the wood material .
Further, in the joint structure of the wood material and the steel aggregate according to the present invention, the wood material is constituted by a wood pillar, the steel aggregate is constituted by a steel frame beam, and the joint part is a plane of the wood pillar in plan view. The steel frame beam is disposed to cross the inside, and the concrete part covers the steel frame beam at the joint portion, and a predetermined distance is provided between the steel frame beam and the wood column disposed below the steel frame beam. It is desirable that the concrete is filled and configured to hold.

  Moreover, in the joint part structure of the wood material of this invention, and a steel aggregate, it is desirable to provide fireproof coating and to provide a fireproof coating layer around the said concrete part.

  In the joint structure of wood material and iron aggregate of the present invention, even when the joint part of wood material and iron aggregate is subjected to fire heating for 1 hour (standard heating temperature time curve specified in ISO 834), A woody material that can suppress the temperature of the core material of the woody material in the part to be contacted and joined to steel frame beams to 260 ° C or less, more preferably 200 ° C or less (more preferably 150 ° C or less), and exhibits excellent fire resistance performance It becomes possible to provide a joint structure of steel and steel material.

It is a figure which shows the junction-part structure of the wood material which concerns on 1st Embodiment of this invention, and a steel aggregate. It is an X1-X1 arrow directional view of FIG. It is an X2-X2 arrow line view of FIG. It is a figure which shows the numerical analysis model of the junction-part structure of the wood material which concerns on 1st Embodiment of this invention, and a steel aggregate. It is an X1-X1 arrow directional view of FIG. It is an X2-X2 arrow line view of FIG. It is a figure which shows the pattern of the junction part of a wood material and a steel aggregate. It is a figure which shows a simulation result, and is a figure which shows the relationship between the distance from a heat insulation boundary (thickness position of a concrete part) at the time of setting the distance (thickness of a concrete part) to a heat insulation boundary to 100 mm, and steel maximum temperature. . It is a figure which shows a simulation result, and when the distance from the adiabatic boundary (the thickness of the concrete part) is 100 mm, the maximum temperature of the concrete on the heating side surface layer 50 mm and the vertical distance from the steel surface (thickness position of the concrete part) FIG. It is a figure which shows a simulation result, and is a figure which shows the relationship between the distance from a heat insulation boundary (thickness position of a concrete part) at the time of setting the distance (thickness of a concrete part) from a heat insulation boundary to 200 mm, and steel maximum temperature. . It is a figure showing a simulation result, and when the distance from the heat insulation boundary (the thickness of the concrete part) is 200 mm, the maximum temperature of the concrete of heating side surface layer 50 mm and the vertical distance from the steel surface (thickness position of the concrete part) FIG. It is a figure which shows a simulation result, and is a figure which shows the relationship between the distance from a heat insulation boundary (thickness position of a concrete part) at the time of setting the distance (thickness of a concrete part) to a heat insulation boundary to 300 mm, and steel maximum temperature. . It is a figure which shows a simulation result, and when the distance from the heat insulation boundary (the thickness of the concrete part) is 300 mm, the maximum temperature of the concrete of heating side surface 50 mm and the vertical distance from the steel surface (thickness position of the concrete part) FIG. It is a figure which shows the junction-part structure (numerical analysis model) of the wood material which concerns on 2nd Embodiment of this invention, and a steel aggregate. It is an X1-X1 arrow directional view of FIG. It is an X2-X2 arrow line view of FIG. It is a figure which shows a simulation result, and is a figure which shows a time-dependent change of the temperature in each depth from a heating surface when the cross-sectional dimension of a junction part is 200 mm and the coating thickness of a concrete part is 20 mm. It is a figure which shows a simulation result, and is a figure which shows a time-dependent change of the temperature in each depth from a heating surface when the section size of a junction is 200 mm and the covering thickness of a concrete part is 40 mm. It is a figure which shows a simulation result, and is a figure which shows a time-dependent change of the temperature in each depth from a heating surface when the cross-sectional dimension of a junction part is 200 mm and the coating thickness of a concrete part is 60 mm. It is a figure which shows a simulation result, and is a figure which shows a time-dependent change of the temperature in each depth from a heating surface when the cross-sectional dimension of a junction part is 400 mm and the coating thickness of a concrete part is 20 mm. It is a figure which shows a simulation result, and is a figure which shows a time-dependent change of the temperature in each depth from a heating surface when the cross-sectional dimension of a junction part is 400 mm and the coating thickness of a concrete part is 40 mm. It is a figure which shows a simulation result, and is a figure which shows a time-dependent change of the temperature in each depth from a heating surface when the section size of a junction is 400 mm and the coating thickness of a concrete part is 60 mm. It is a figure which shows a simulation result, and is a figure which shows a time-dependent change of the temperature in each depth from a heating surface when the section size of a junction is 600 mm and the covering thickness of a concrete part is 20 mm. It is a figure which shows a simulation result, and is a figure which shows a time-dependent change of the temperature in each depth from a heating surface when the section size of a junction is 600 mm and the covering thickness of a concrete part is 40 mm. It is a figure which shows a simulation result, and is a figure which shows a time-dependent change of the temperature in each depth from a heating surface when the section size of a junction is 600 mm and the coating thickness of a concrete part is 60 mm. It is a figure which shows a simulation result, and is a figure which shows the relationship of the depth from a heating surface, and temperature by the difference in the coating | coated thickness of a concrete part when the cross-sectional dimension of a junction part is 200 mm. It is a figure which shows a simulation result, and is a figure which shows the relationship of the depth from a heating surface, and temperature by the difference in the coating | coated thickness of a concrete part when the cross-sectional dimension of a junction part is 400 mm. It is a figure which shows a simulation result, and is a figure which shows the relationship of the depth from a heating surface, and temperature by the difference in the coating | coated thickness of a concrete part when the cross-sectional dimension of a junction part is 600 mm. It is a front view which shows the connection part structure of the conventional fireproof wooden pillar and steel frame beam. FIG. 30 is a cross-sectional view taken along line X1-X1 in FIG. 29 and showing a conventional joint structure of a fireproof wooden column and a steel frame beam. It is a front view which shows the connection part structure of the conventional fireproof wooden pillar and steel frame beam. It is a X1-X1 arrow line view of FIG. 31, and is a plane sectional view which shows the connection part structure of the conventional fireproof wooden pillar and steel frame beam.

  Hereinafter, with reference to FIGS. 1 to 13, the joint structure of the wood material and the steel aggregate according to the first embodiment of the present invention will be described.

  In this embodiment, a joint portion formed by joining a fireproof wooden column (wood material) and a steel frame beam (iron aggregate) is subjected to fire heating for 1 hour (fire heating based on a standard heating temperature time curve defined in ISO 834). In this case, the present invention relates to a joint structure of a wood material and a steel aggregate (refractory coating method) which makes it possible to suppress the temperature of the core material of the fireproof wooden column to 260 ° C. or less or 200 ° C. or less.

  Then, as shown in FIGS. 1 to 3, in the joint structure A of the wood material and the iron aggregate according to the present embodiment, first, the firewood layer 1 is a burnout layer and / or a burnout layer on the surface layer of the core material 1a. It is formed by providing 1b.

Further, in the joint structure A of the wood material and the steel aggregate according to the present embodiment, the fireproof wooden column 1 and the steel frame beam 2 are not directly joined, and are made of, for example, reinforced concrete, steel reinforced concrete, concrete filled steel pipe structure or the like. It is configured to be joined via the concrete part 4. Furthermore, the steel frame beam 2 is provided with a fireproof coating 6 on its surface (periphery). Furthermore, the fireproof coating 7 is also applied to the concrete portion 4.
In addition, the code | symbol 5 in the figure has shown the RC floor. In addition, the fireproof wooden column 1 may have a fireproof coating on its surface.

  Here, even if the concrete part 4 is provided in the joint part A1, the temperature of the concrete in the vicinity in contact and joint with the steel frame beam 2 at the time of fire may rise to 260 ° C. or more. For this reason, it is necessary to be filled with concrete between the steel frame beam 2 and the core material 1a of the fireproof wooden column 1 with a thickness necessary to keep the temperature of the core material 1a below the allowable temperature.

  On the other hand, in the joint structure A of the wood material and the iron aggregate according to the present embodiment, as shown in FIGS. 1 and 3, the fireproof wooden column 1 and the fireproof steel frame beam 1 for 1 hour are concrete (concrete portion 4) Among the parts to be joined via), the temperature (the temperature of the part shown by 材 and 位置 in Fig. 3 and Fig. 3) of the fireproof wooden pillar 1 (core 1a) located directly below the steel frame 2 is 1 hour Set the thickness t1 of concrete to be interposed between the steel frame beam 2 and the core material 1a of the fireproof wooden column 1 so as to be a temperature of 260 ° C. or lower when it is subjected to fire heating .

  In FIGS. 1 and 3, ○ indicates a portion affected by heating from the steel frame flange and column surface, ◎ indicates a portion affected by heating from the column surface, and Δ indicates a heat influence from the steel frame flange. The part is shown.

  And in this embodiment, thickness t1 of this concrete is set to 100 mm, fire resistance fireproof pillar 1 fire resistance by combination of the range which covers steel frame beam 2 with concrete, and thickness t2 of fireproof coating 7 which covers the surface of concrete. It is configured to ensure performance (non-damage property).

  Here, simulation (numerical analysis) results are shown, and the superiority of the joint structure A of the wood material and the steel aggregate of the present embodiment will be described.

  In this simulation, the 1-hour fire-resistant steel girder 2 which is fireproof-coated by a 20-mm thick heat-resistant rock wool 6 (for example, Makibe of Nichias Co., Ltd. has obtained a 1-hour fire resistance certification for 20 hours) 4. Contact and join with the core material 1a of the fireproof wooden column 1 through 4.

  The numerical analysis model of the joint structure A of the wood material and the steel aggregate according to this embodiment configured as described above is as shown in FIG. 4 to FIG.

  As shown in FIGS. 4 to 6, in consideration of the symmetry of the fireproof wooden column 1, the concrete part 4 and the core 1a of the fireproof wooden column 1, the interface between the concrete and the core 1a and the periphery of the steel beam 2 By setting the surface of the concrete covering it as the adiabatic boundaries S1 and S2 (the fore-end surface, i.e., the vertical surface of the concrete is exposed to fire heating), the outflow of thermal energy to the environment is eliminated. Therefore, more conservative results can be obtained with respect to the steel material temperature and the concrete temperature of the steel frame beam 2 than when the core material 1a of the fireproof wooden column 1 is directly modeled.

  In FIG. 4, the 1-hour fireproof steel girder 2 is divided into a general part 2a (a part covered with a heat resistant rock wool 6 having a thickness of 20 mm and covered with fireproof rock wool 6) and a concrete embedded part 2b embedded in the concrete part 4 Think. In the present embodiment, the range of the concrete embedded portion 2 b is assumed to coincide with the finished surface of the fireproof wooden column 1.

  In this simulation, as shown in FIG. 4 to FIG. 6, the cross section of the steel frame beam 2 is a standard steel of H-400 × 200 × 8 × 13 mm (a steel cross section used as a standard in the fire resistance qualification test (performance evaluation test)) did. In addition, the thickness t1 of the concrete part 4 interposed between the steel frame beam 2 and the core material 1a of the fireproof wooden column 1 is 100 mm (the periphery of the steel frame cross section is covered with a thickness of 100 mm). Section shape).

  Furthermore, the range which coats the steel frame beam 2 with concrete was made column 100 heat insulation boundary S1 100, 200, 300 mm, and thickness t 2 of the fireproof coating 7 which covers the surface (small end face) of concrete 20, 40, 60 mm. . Moreover, in this simulation, the moisture content of concrete was assumed to be 5%.

  Moreover, how to take pillar part heat insulation boundary S1 was shown in FIG. In the pattern 1 and the pattern 2, when the number of beams intersecting with the column core (center of gravity of column) in the horizontal cross section is two, the adiabatic boundary passes through the column core. Pattern 3, Pattern 4, and Pattern 5 are the adiabatic boundaries of the longitudinal flange facets of the intersecting beams when the number of beams intersecting the column core (center of gravity of the columns) in the horizontal cross section is three or more. .

  In the fire protection coating 6 on the small end face, thickness 20 mm is equivalent to 1 hour fire resistance of steel frame 2, thickness 40 mm is equivalent to 2 hours fire resistance of steel frame 2, and thickness 60 mm is equivalent to 3 hours fire resistance of steel frame 2. It is a fireproof coating thickness.

  Next, the steel material maximum temperature distribution in the beam axis direction of the numerical analysis model shown in FIG. 4 is shown in FIG. 8 to FIG. When the range of the concrete from the heat insulation boundary S1 (the thickness t3 of the concrete part 4) is 100 mm in FIGS. 8 and 9, the range of the concrete from the heat insulation boundary S1 (the thickness t3 of the concrete part 4) 12 and FIG. 13 show the case where the range of the concrete from the heat insulation boundary S1 (the thickness t3 of the concrete part 4) is 300 mm.

  As shown in FIG. 8, when the range of the concrete from the heat insulation boundary S1 (the thickness t3 of the concrete part 4) is 100 mm, the steel beam steel temperature at the heat insulation boundary position is the fireproof coating 7 (concrete surface (small end surface)) Regardless of the thickness t2 of the fireproof coating 7).

 Moreover, it was confirmed that there is no big difference in the results when the thickness t2 of the fireproof coating 7 is 40 mm and 60 mm. This is considered to be the effect of water content in concrete.

That is, although water (free water) in the concrete evaporates and is lost when the concrete temperature reaches about 100 ° C., while the water remains, the concrete temperature does not rise due to the effect of the latent heat of evaporation. When the thickness t2 of the fireproof coating 7 is 20 mm, the heat inflow to the concrete becomes large, and therefore, the time for the water in the concrete to be lost due to evaporation also becomes fast. On the other hand, when the coating thickness t2 is 40 mm, the time until the water is completely lost by evaporation becomes long.
From this, it is considered that the difference between the coating thicknesses of 40 mm and 60 mm is reduced, and the difference in the coating thickness t2 becomes remarkable as the fire heating time becomes longer than one hour.

  Next, as shown in FIG. 9, when the vertical distance (separation distance) from the surface of the steel material increases, the concrete temperature at a surface layer of 50 mm (which means a position 50 mm deep from the heating surface of concrete here) tends to decrease. Was recognized. That is, the concrete temperature of surface layer 50 mm is so high that a perpendicular distance (thickness t1 of the concrete part 4) is less than 100 mm, and it is near to the steel material surface.

  On the other hand, when the vertical distance is 100 mm, it can be said that the temperature converges to a substantially constant temperature regardless of the vertical distance from the steel surface. This means that the thermal energy flowing into the concrete from the surface on the heating side (small end surface) through the fireproof coating 7 becomes dominant over the thermal energy supplied from the steel material to the concrete.

Next, as shown in FIG. 10, when the range of the concrete from the heat insulation boundary S1 (the thickness t3 of the concrete part 4) is 200 mm, the steel beam steel material temperature at the heat insulation boundary S1 position is the surface on the heating side (small end surface) The temperature was 260 ° C. or less regardless of the thickness t 2 of the fireproof coating 7, and both became about 100 ° C. This is because concrete starting at the adiabatic boundary S1 position has a slower temperature rise start time than the surface layer, so it can be said that the evaporation of water is delayed by that amount, and it is about 100 ° C due to the effect of latent heat of evaporation. It is considered that the temperature of the
The reason that there is no significant difference in the calculation results when the thickness t2 of the fireproof coating 7 is 40 mm and 60 mm is the same as in FIG.

  Next, as shown in FIG. 11, when the vertical distance from the surface of the steel material increased, the temperature of the concrete with a surface layer of 50 mm (a position of 50 mm in depth from the heating surface of the concrete) tended to decrease. When the thickness t2 of the fireproof coating 7 on the heating side surface (small end surface) is 20 mm, if the vertical distance exceeds 100 mm, the temperature tends to converge to a substantially constant temperature regardless of the vertical distance from the steel surface. Admitted.

  On the other hand, when the thickness t2 of the fireproof coating 7 is 40 mm and 60 mm, when the vertical distance exceeds about 50 to 60 mm, it tends to converge to a substantially constant temperature.

Next, as shown in FIG. 12, when the range of the concrete from the heat insulation boundary S1 (the thickness t3 of the concrete part 4) is 300 mm, the steel beam steel temperature at the heat insulation boundary S1 position is the surface on the heating side Regardless of the thickness t2 of the fireproof coating 7), the temperature was 100 ° C. or less. The analysis was performed with the thickness t3 of the concrete portion 4 set to 100, 200, and 300 mm. However, it can be said that the larger the coverage, the slower the temperature transmission to the inside. For this reason, it can be said that the effect of the latent heat of vaporization of the water in the concrete is also increased.
The reason that there is no significant difference in the calculation results when the thickness t2 of the fireproof coating 7 is 40 mm and 60 mm is the same as in FIG.

  Next, as shown in FIG. 13, when the vertical distance from the surface of the steel material increased, the concrete temperature at a surface layer of 50 mm (a position of 50 mm in depth from the heating surface of the concrete) tended to decrease. In addition, when the thickness t2 of the fireproof coating 7 on the surface on the heating side is 20 mm, when the vertical distance exceeds 100 mm, a tendency to converge to a substantially constant temperature is recognized regardless of the vertical distance from the steel surface .

  When the thickness t2 of the fireproof coating 7 is 40 mm, the thickness t3 of the concrete part 4 shows the same tendency as in the case of 200 mm. When the vertical distance exceeds 50 to 60 mm, it converges to a substantially constant temperature. There was a tendency to

  Furthermore, when the thickness t2 of the fireproof coating 7 is 60 mm, the effect of suppressing the temperature rise due to the vertical distance becoming larger than when the thickness t3 of the concrete part 4 is 200 mm is about 50 to 60 mm as the vertical distance. Although it is recognized that the temperature is exceeded, it has been observed that the temperature generally converges to a constant temperature.

  From the above calculation results, the range where the fireproof wooden column 1 and the fireproof steel frame beam 2 are joined via the concrete part 4 for 1 hour, the thickness t1 of the concrete is 100 mm, and the steel frame beam 2 is covered with concrete It has been confirmed that the fireproof performance (non-damage property) of the fireproof wooden pillar 1 can be sufficiently secured by the combination of the thickness t2 of the fireproof coating 7 covering the above.

That is, when the range of concrete covering the steel frame beam 2 (thickness t3 of the concrete part 4) and the thickness t2 of the fireproof covering 7 covering the surface of the concrete are set as shown in Table 1, the steel material at the heat insulation boundary S1 position of the column Can be suppressed to 260 ° C. or less, 200 ° C. or less, or 150 ° C. or less.
Also, if the range of concrete covering the steel frame beam 2 (thickness t3 of the concrete part 4) and the thickness t2 of the fireproof covering 7 covering the surface of the concrete are set as shown in Table 2, the surface layer 50 mm on the heating side (concrete The allowable temperature of concrete 50 mm deep from the heating surface can be suppressed to 260 ° C. or less, 200 ° C. or less, 150 ° C. or less.

  In the specifications of these Tables 1 and 2, the thickness of the concrete portion 4 applied around the steel frame beam 2 is set to 20 mm (equivalent to one hour fire resistance) by setting the thickness of the fireproof coating 6 to the steel frame beam 2 using heat resistant rock wool. The heat treatment length / cross-sectional area of the steel material 2 is 0.169 or less by setting the thickness t1 to 100 mm or more. In addition, the fireproof performance is given to the fireproof wooden column 1 by providing a flameproof layer and / or a fireproof layer 1b, or by covering the surface with a fireproof coating having the same performance as these.

  Here, although the fire-resistant coatings 6, 7 are described as heat-resistant rock wool in this embodiment, other fire-resistant coating materials having equivalent fire resistance performance, that is, steel material temperature rise for 1 hour heating Heat-resistant rock wool equal to or less than that, heat-resistant rock wool equivalent to or less than two-hour heating, heat-resistant rock wool equal to or less than three-hour heat Of course, it does not matter.

  Therefore, in the joint structure A of the wood material and the steel aggregate according to the present embodiment, the fire heating (standard heating temperature time specified in ISO 834 for 1 hour) is performed at the joint A1 (A) of the fireproof wooden pillar 1 and the steel frame 2 Even in the case where the curve is received, the temperature of the core material 1a of the fireproof wooden column 1 in the portion in contact with or joined to the steel frame 2 is suppressed to 260 ° C. or less, more preferably 200 ° C. or less (more 150 ° C. or less) It becomes possible to provide a joint structure A of wood material and steel aggregate which exhibits excellent fire resistance performance.

  Here, it is the simplest method to increase the thickness of the fireproof coating 6 of the steel frame beam 2 in order to secure the fireproof performance of the joint A1 (A) composed of the fireproof wooden column 1 and the steel frame beam 2 Although this construction method requires an extra fireproof coating 6, the amount of material used increases and it causes a decrease in the construction process.

  On the other hand, according to the joint structure A of the wood material and the steel aggregate of the present embodiment, it is possible to minimize the increase in the amount of use of the material and the decrease in walking and the fire resistance of the joint A1 (A). It becomes possible to secure performance.

  In addition, in order to satisfy the target fire resistance performance (the core temperature of the fireproof wooden pillar 1 does not exceed the allowable temperature) with the coating thickness, it may be insufficient just by making the coating thickness equivalent to 3 hours fire resistance, It is not very practical to apply a fireproof coating exceeding the fire resistance equivalent for 3 hours.

  On the other hand, according to the joint structure A of the wood material and the steel aggregate of the present embodiment, the thickness of the fireproof coating 6 of the steel frame beam 2 can be made equivalent to ordinary one hour fire resistance, and the steel frame beam 2 and the ceiling And the like can be performed within the range of ordinary design. In addition, higher fire resistance performance can be secured as compared to the case of the fireproof coating 6 alone.

  Next, with reference to FIG. 14 to FIG. 28, the joint structure of the wood material and the steel aggregate according to the second embodiment of the present invention will be described.

  Here, in the present embodiment, as in the first embodiment, a joint formed by joining a fireproof wooden column (wood material) and a steel frame beam (iron aggregate) is heated for one hour for fire heating (standard heating specified in ISO 834). The joint structure of wood material and iron aggregate that makes it possible to suppress the temperature of the core material of the fireproof wooden column to 260 ° C or less or 200 ° C or less when subjected to fire heating based on a temperature time curve) Coating system).

  Further, in the joint structure A of the wood material and the steel aggregate according to the present embodiment, as shown in FIGS. 14 to 16, the fireproof wooden column 1 and the steel frame beam 2 are not directly joined. It is comprised so that it may join via the concrete part 4 comprised with the concrete filling steel pipe structure etc. That is, as a measure to keep the temperature of the core 1a below the allowable temperature, concrete with a sufficient thickness t1 is filled between the steel frame beam 2 and the core 1a of the fireproof wooden column 1 (concrete portion 4 is interposed) And the core material 1a side is provided with a sufficient thickness of the burnout layer and / or the burnout layer 1b.

  Therefore, in the present embodiment, the same components as those in the first embodiment are denoted by the same reference numerals, and detailed description thereof is omitted.

  Here, even if the concrete part 4 is provided in the joint part A1, the temperature of the concrete in the vicinity in contact with or joined to the steel frame 2 at the time of fire may rise to 260 ° C. or higher. A concrete having a thickness necessary to keep the temperature of the core material 1a below the allowable temperature must be filled between the wooden column 1 and the core material 1a.

  On the other hand, in the joint structure A of the wood material and the steel aggregate according to the present embodiment, when the joint A1 provided with the concrete part 4 is subjected to fire heating for one hour from the side surface, heat to the inside of the member Core temperature in contact with the concrete joint A1 (see FIGS. 1 and 3: portions shown by と and 図 in FIG. 3 and FIG. 3) that are affected by the conduction of less than the allowable temperature (260 ° C. or less) (1) the thickness t2 of the fireproof coating 7 covering the surface of the concrete, and (2) from the heating surface of the fireproof wooden column 1 <burnout layer and / or burnout layer 1b> and It is comprised so that the fireproof performance (non-damage property) of the fireproof wooden pillar 1 may be ensured by combining the optimal distance to the interface with core material 1a>.

  Here, fireproof woody pillars are obtained by heat-resistant rock wool with a thickness of 20, 40, 60 mm (Makibei made by NICHIAS CORPORATION: 1 hour with 20 mm thickness, 2 hours with 40 mm, 2 hours with 60 or 65 mm, and fire resistance certification for 3 hours) Numerical analysis was performed on a fireproof-covered model of a concrete joint A1 located in the upper part of 1. The effect of suppressing the temperature rise of the core material 1a of the fireproof wooden column 1 was confirmed.

14 to 16 show numerical analysis models of this simulation.
The numerical analysis of the temperature is performed on the concrete part 4 at the top of the fireproof wooden column 1 as described above, and the core material of the steel frame beam 2 and the fireproof wooden column 1 is taken as a measure to keep the temperature of the core material 1a below the allowable temperature. It is assumed that concrete with a sufficient thickness t1 is filled between 1a and 1b, and there is a burnt layer and / or a burnout layer 1b with a sufficient thickness t4 on the side of the core.

  And (1) thickness t2 of fireproof coating 7 which covers the surface of concrete, (2) from the heating surface of fireproof wood pillar 1 <burnout layer and / or burnout layer 1b> and <core 1a> Combination to change the optimum distance to the boundary surface, and to prevent the temperature of the boundary surface between the lower end of the concrete part 4 and the upper end of the core 1a from damaging the non-damage property of the fireproof wooden column 1 (core 1a = load supporting portion) We examined.

  Moreover, in this simulation, the cross-sectional dimensions of the joint portion A1 and the cross-sectional dimensions of the fireproof wooden column 1 (including the burnout layer and / or the burnout layer 1b) are made equal to 200 × 200 mm, 400 × 400 mm, 600 × 600 mm. We examined the cross section of the three levels. Furthermore, the fireproof coating 7 of the concrete part 4 was heat resistant rock wool, and the thickness t2 was made into three levels of 20, 40, 60 mm. The thickness 20 mm of the fireproof coating 7 corresponds to one hour fire resistance of the steel frame beam 2, the thickness 40 mm corresponds to the two hour fire resistance of the steel frame beam 2, and the thickness 60 mm corresponds to the three hour fire resistance of the steel frame beam 2. The moisture content of concrete was assumed to be 5%.

  The change over time of the internal temperature (range to the surface layer 100 mm) obtained by the calculation for the numerical analysis model (horizontal section of the concrete part) shown in FIG. 14 to FIG. The range from the surface layer to 100 mm) is shown in FIGS.

17 to 19 show the results when the cross-sectional dimension of the joint portion A1 is 200 × 200 mm and the coating thickness is 20 mm (FIG. 17), 40 mm (FIG. 18), 60 mm (FIG. 19), (A) of each figure shows the result of a corner, and (b) shows a flat part.
FIG. 20 to FIG. 22 show the results when the cross-sectional dimension of the joint portion A1 is 400 × 400 mm and the coating thickness is 20 mm (FIG. 20), 40 mm (FIG. 21), 60 mm (FIG. 22) (A) shows the result of the corner, and (b) shows the result of the flat part.
23 to 25 show the results when the cross-sectional dimension of the joint portion A1 is 600 × 600 mm and the coating thickness is 20 mm (FIG. 23), 40 mm (FIG. 24), 60 mm (FIG. 25). (A) shows the result of the corner, and (b) shows the result of the flat part.

  Moreover, FIG. 26 shows the result when the cross sectional dimension of the joint A1 is 200 × 200 mm, and FIG. 27 shows the result when the cross sectional dimension of the joint A1 is 400 × 400 mm, and FIG. The result when making it 600x600 mm is shown, respectively.

  From these results, it was confirmed that the internal temperature of the concrete part 4 is higher at the corner than at the flat part. It became clear that temperature rise of the corner part of concrete part 4 had to be suppressed by this, in order to make core material temperature below into tolerance temperature.

  In addition, based on these results, as shown in Table 3, the fireproof performance (non-damage property) of the fireproof wooden pillar 1 can be secured (1) the thickness t2 of the fireproof coating 7 covering the surface of concrete (2) It is possible to obtain a combination of optimum distances from the heating surface of the fireproof wooden pillar 1 to the interface between <the burnout layer and / or the burnout layer 1b> and the <core 1a>.

  Therefore, in the joint structure A of the wood material and the iron aggregate according to the present embodiment, (1) thickness t2 of the fireproof coating 7 covering the surface of the concrete, and (2) from the heating surface of the fireproof wood column 1 It is possible to realize an optimum combination of the distance (depth) to the interface between the layer and / or the burning layer 1b and the <core 1a>.

  That is, according to the joint structure A of the wood material and the iron aggregate of the present embodiment, in addition to the operation and effect of the first embodiment, the joint heating A of the fireproof wooden column 1 and the steel frame 2 takes 1 hour of fire heating (ISO 834) The temperature of the core material 1a of the fireproof wooden column 1 in the portion in contact with or joined to the steel frame beam 2 is 260 ° C. or less, more preferably 200 ° C. or less, even when the standard heating temperature time curve defined in It is possible to suppress the temperature to (150 ° C. or less), to surely exhibit excellent fire resistance, and to provide a reliable joint structure A of wood material and iron aggregate.

  As mentioned above, although 1st, 2nd embodiment of the connection part structure of the wood material concerning this invention and a steel aggregate was described, this invention is not limited to said 1st, 2nd embodiment, The meaning It can change suitably in the range which does not deviate from the above.

  For example, in the first and second embodiments, the wood material and the steel aggregate according to the present invention are described as fireproof wood columns and steel frame beams, respectively, but the invention is particularly limited to types of members (columns, beams) The present invention is applicable to the construction of any joints joining wood and steel aggregate.

1 Fireproof wooden pillar (wood material)
1a core material 1b burning layer and / or burning layer 2 steel frame beam (iron aggregate)
2a General part 2b Concrete buried part 3 Gusset plate 4 Concrete part 5 RC floor 6 Fireproof coating (fireproof coating layer)
7 Fireproof coating (fireproof coating layer)
A Joint structure S1 of wood material and steel aggregate Heat insulation boundary S2 Heat insulation boundary

Claims (3)

The structure of the joint between wood material and steel aggregate,
It is comprised so that the said wood material and the said steel aggregate may be joined via a concrete part ,
The concrete part is configured by covering the steel aggregate at the joint part and filling the concrete so as to maintain a predetermined distance between the steel aggregate and the wood material. Joint structure of wood and steel aggregate.   In the joint portion structure of wood material and steel aggregate according to claim 1,
  The wood material is composed of wood columns,
  The steel aggregate is made of steel beams,
  The joint portion is disposed so that the steel frame crosses the plane of the wooden column in a plan view,
  The concrete part is configured by covering the steel frame beam at the joint portion and filling the concrete so as to maintain a predetermined distance between the steel frame beam and the wooden column disposed below the steel frame beam. The joint structure of wood material and steel aggregate characterized by In the joint structure of a wood material and a steel aggregate according to claim 1 or 2 ,
A joint structure of a wood material and a steel aggregate characterized in that a fireproof coating is applied and a fireproof coating layer is provided around the concrete part.