JP2018080569A - Woody earthquake-proof wall - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a woody earthquake-proof wall that has a clear structure capable of preventing the brittle fracture of a wall body.SOLUTION: A woody earthquake-proof wall 100 comprises a wall body 10 that is composed of CLT, in which top edge and bottom edge of the wall body 10 are respectively bonded with an upper beam 12 and a lower beam 14 made of a steel material through a beam junction 16. The wall body 10 is divided into an upper wall body 10A that is disposed at an upper side and is made to bond its top edge to an upper beam 12, and a lower wall body 10B that is disposed at a lower side and is made to bond its bottom edge to a lower beam 14. The upper wall body 10A and the lower wall body 10B are jointed with a wall joint part 18 having a structure that breaks prior to the beam junction 16 when a predefined load is applied.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a wooden earthquake-resistant wall installed in a structure, and more particularly to a wooden earthquake-resistant wall using a cross laminated plate (CLT) as a wall body.

  Conventionally, an orthogonal assembly plate called CLT is known. The CLT includes a board or a small square material (including those prepared by bonding and bonding them in the length direction so that their fiber directions are substantially parallel to each other, hereinafter referred to as lamina). This is a wooden board material that is laminated and bonded in the width direction in parallel or glued mainly with the fiber directions almost perpendicular to each other to give a structure of three or more layers, and has the feature of high earthquake and fire resistance. is there.

  The CLT seismic wall that uses this CLT as a wall body is required by a notification etc. to secure the performance as a seismic wall by tightly connecting the CLT seismic wall on the upper and lower floors with hardware via a floor slab made of CLT. Has been.

  On the other hand, as a conventional wooden earthquake-resistant wall, for example, the structures described in Patent Document 1 and Patent Document 2 are known.

JP-A-2015-040402 JP 2003-314083 A

  By the way, in recent years, as an example of rationally planning a wooden medium-high-rise building, it has been studied to make the beam a steel structure. In this case, it is necessary to join the CLT shear wall directly to the upper and lower steel beams. However, if the joint is a drift pin or a bolt, the wall accuracy of the wall body depends on the construction accuracy and the combined stress due to the shearing force and couple of the shear wall. CLT may brittlely break. For this reason, the structure which can prevent the brittle fracture of a wall body was calculated | required.

  This invention is made | formed in view of the above, Comprising: It aims at providing the wooden earthquake-resistant wall of the clear structure which can prevent the brittle fracture of a wall body.

  In order to solve the above-described problems and achieve the object, the wooden earthquake resistant wall according to the present invention includes a wall made of CLT, and the upper and lower ends of the wall are joined to the upper and lower beams made of steel. Each of which is a wooden earthquake-resistant wall joined via a section, wherein the wall is arranged on the upper side and the upper end is joined to the upper beam, and the lower side is arranged on the lower side and the lower end is joined to the lower beam. The upper wall and the lower wall are joined at a wall joint having a structure that breaks prior to the beam joint when a predetermined load is applied. And

  In addition, in the above-described invention, the wooden earthquake-resistant wall according to the present invention includes a steel plate that is inserted and arranged in the upper wall body and the lower wall body, and the steel plate, the upper wall body, and the lower wall body. It consists of a connecting member to be connected, and is characterized in that it breaks in a failure mode in which the connecting member yields.

  Further, in the above-described invention, the wooden earthquake-resistant wall according to the present invention is provided at two locations, the location where the steel plate and the upper wall body are joined, and the location where the steel plate and the lower wall body are joined. It is characterized by.

  In addition, in the above-described invention, the connecting member is separated from the lower end of the upper wall body in the vertical upward direction and from the upper end of the lower wall body in the vertical downward direction by a distance b. A plurality of pin members having a diameter d provided in the horizontal direction at intervals of a distance in the position, wherein the distance a is 3d or more and the distance b is 4d or more.

  Another wooden earthquake-resistant wall according to the present invention is characterized in that, in the above-mentioned invention, a seismic control device incorporated between the upper wall body and the lower wall body is provided.

  Further, in the above-described invention, the wooden earthquake-resistant wall according to the present invention is divided into an upper wall body and a lower wall body in the vertical direction at substantially the center in the vertical direction. It is characterized by being provided at approximately the center in the left-right direction of the body.

  Another wooden earthquake-resistant wall according to the present invention includes a wall made of CLT, and the upper and lower ends of the wall are joined to an upper beam and a lower beam made of steel, respectively, via a beam joint. One of the upper and lower beam joints of the wall body is a structure that breaks prior to the other beam joint when a predetermined load is applied.

  Moreover, in the above-described invention, another wooden earthquake-resistant wall according to the present invention is characterized in that the left and right sides of the wall body are joined to the studs.

  According to the wooden earthquake-resistant wall according to the present invention, the wooden earthquake-resistant wall is provided with a wall made of CLT, and the upper and lower ends of the wall are joined to the upper beam and the lower beam made of steel through the beam joints, respectively. The wall body is vertically divided into an upper wall body arranged at the upper side and having an upper end joined to the upper beam and a lower wall body arranged at the lower side and joined to the lower beam. The upper wall and the lower wall are joined by a wall joint having a structure that breaks prior to the beam joint when a predetermined load is applied, so that it is possible to prevent brittle fracture of the wall. The effect is that it is possible to provide a wooden earthquake-resistant wall with a simple structure.

  Further, according to another wooden earthquake-resistant wall according to the present invention, the wall joint portion includes a steel plate inserted and arranged in the upper wall body and the lower wall body, and a connection for connecting the steel plate, the upper wall body, and the lower wall body. Since it consists of members and breaks in a failure mode in which yielding occurs in the connecting member, the connecting member yields and breaks prior to the beam joint when a predetermined load is applied. For this reason, the CLT wall body does not cause brittle fracture such as splitting, and it is possible to secure a restoring force rich in toughness.

  Moreover, according to the other wooden earthquake-resistant wall which concerns on this invention, since a connection member is provided in two places, the location which connects a steel plate and an upper wall body, and the location which connects a steel plate and a lower wall body. The location where the connecting member yields (has toughness) is, for example, approximately two locations in the central portion, and it is possible to increase the deformation performance (interlayer deformation) of the central portion.

  In addition, according to the other wooden earthquake-resistant wall according to the present invention, since the vibration control device incorporated between the upper wall body and the lower wall body is provided, it is possible to further secure the absorbed energy by the restoring force. The effect of becoming.

  Further, according to another wooden earthquake-resistant wall according to the present invention, the wall body is vertically divided into an upper wall body and a lower wall body at substantially the center in the vertical direction, and the wall joint portion is formed on the left and right sides of the wall body. Since it is provided substantially in the center in the direction, it is possible to provide a wooden earthquake-resistant wall having a very clear and simple structure that can prevent brittle fracture of the wall body.

  Moreover, according to the other wooden earthquake-resistant wall according to the present invention, the wall body made of CLT is provided, and the upper end and the lower end of the wall body are respectively joined to the upper beam and the lower beam made of steel through a beam joint portion. This is a wooden seismic wall, and one of the upper and lower beam joints of the wall is a structure that breaks prior to the other beam joint when a predetermined load is applied. There exists an effect that a junction part can be reduced to two places.

  Moreover, according to the other wooden earthquake-resisting wall according to the present invention, since both the left and right sides of the wall body are joined to the stud, an effect of being able to load the stud with an axial force acting on the wall body is achieved.

FIG. 1 is a front view showing Embodiment 1 of a wooden earthquake resistant wall according to the present invention. FIG. 2 is a plan sectional view showing the first embodiment of the wooden earthquake resistant wall according to the present invention. FIG. 3 (1) is a front view showing an example of a structure of a structure in which a wooden earthquake-resistant wall according to the present invention is installed, and (2) is a partially enlarged view showing another example in the A portion of (1). It is. FIG. 4 is an enlarged front view of the beam joint portion showing Modification 1 of Embodiment 1 of the wooden earthquake-resistant wall according to the present invention. FIG. 5 is an enlarged front view of a beam joint showing a second modification of the first embodiment of the wooden earthquake resistant wall according to the present invention. FIG. 6 is a front view showing Embodiment 2 of the wooden earthquake resistant wall according to the present invention. FIG. 7 is a cross-sectional plan view of the beam joint portion of Embodiment 2 of the wooden earthquake resistant wall according to the present invention. FIG. 8 is a front sectional view of the beam joint portion of Embodiment 2 of the wooden earthquake resistant wall according to the present invention. FIG. 9 is an explanatory diagram of an element experiment of a drift pin joint, in which (1) is a front view, (2) is a side view, and (3) is a partially enlarged view showing a pin arrangement at the center of a seismic wall. FIG. 10 is a diagram showing a test body and an application method of an element experiment of a drift pin joint, where (1) is an experiment 1 test body, (2) is an experiment 2 test body, and (3) is an experiment 3 test body. It is. In each figure, (a) is a front view and (b) is a cross-sectional view. FIG. 11 is a list of test bodies for element experiments of drift pin joints. FIG. 12 is a diagram showing a load-deformation relationship by an element experiment of a drift pin joint, in which (1) to (3) are Experiment 1, (4) and (5) are Experiment 2, and (6) is Experiment 3. FIG. FIG. 13 is a photograph showing an example of the dismantling situation after the test.

  DESCRIPTION OF EMBODIMENTS Embodiments of a wooden earthquake resistant wall according to the present invention will be described below in detail with reference to the drawings. Note that the present invention is not limited to the embodiments.

(Embodiment 1)
First, the first embodiment of the present invention will be described.

  As shown in FIGS. 1 and 2, the wooden earthquake resistant wall 100 according to the first embodiment includes a wall body 10 made of CLT, and the upper end and the lower end of the wall body 10 are H-shaped steel (steel beam: steel material). These are rectangular walls respectively joined to the upper beam 12 and the lower beam 14 via the beam joint portion 16. The fiber direction of CLT is the direction in the vertical plane.

  The wall body 10 is vertically divided into an upper wall body 10A and a lower wall body 10B at substantially the center in the vertical direction. The upper wall 10 </ b> A is disposed on the upper side and the upper end is joined to the upper beam 12 at the beam joint 16, and the lower wall 10 </ b> B is disposed on the lower side and the lower end is joined to the lower beam 14 at the beam joint 16. The upper wall body 10 </ b> A and the lower wall body 10 </ b> B are joined by a wall joint portion 18 provided at a substantially center in the left-right direction of the wall body 10. The wall joint 18 is designed to break before the beam joint 16 when a predetermined load is applied.

  The upper beam joint 16 joins the upper beam 12 and is inserted and arranged from the upper end of the upper wall 10A, and a plurality of drifts connecting the gusset plate 20 and the upper wall 10A. It consists of a pin 22 (connection member). Instead of the drift pin 22, a circular steel rod type connector such as a bolt may be used. In addition, about the gusset plate 20 of the right-and-left both sides part, the insertion length to 10 A of upper wall bodies is made longer than another part. Also, the lower beam joint 16 has the same configuration as the upper beam joint 16.

  It should be noted that the beam joint 16 of the present invention is not limited to this configuration, and any configuration may be used as long as it includes a joint that clearly transmits bending and shearing forces. Further, since it is sufficient that the beam joint portion 16 has a specification that does not break before the wall joint portion 18, the yield fracture mode of the drift pin 22 is designed to be I (a brittle mode determined by the penetration of the wood portion). Good. In this way, since a large-diameter connector can be provided, the number of installation tools can be reduced.

  The wall joint portion 18 includes a gusset plate 24 (steel plate) inserted and disposed in the upper wall body 10A and the lower wall body 10B, and a drift pin 26 that connects the gusset plate 24, the upper wall body 10A, and the lower wall body 10B. (Connecting member, pin member). The gusset plate 24, the upper wall body 10A and the lower wall body 10B are provided with a plurality of horizontal through-holes at corresponding positions, and a drift pin 26 for connection is passed through each through-hole. ing.

  The wall joint portion 18 is designed so as to be broken prior to the upper and lower beam joint portions 16 when a predetermined excessive load is applied to the wooden earthquake resistant wall 100. More specifically, the destruction mode of the wall joint portion 18 is such that the breakdown modes III and IV (see Reference Document 1 below) in which breakdown occurs in the drift pin 26 are used. Instead of the drift pin 26, a circular steel rod type connector such as a bolt may be used, but a yield mode (III, IV) connector that yields in the connector is used.

  [Reference 1] Architectural Institute of Japan, “Wood Structure Design Criteria / Explanation: Allowable Stress and Allowable Strength Design Method”, p. 225, December 2006

  According to the configuration described above, the design is such that the drift pins 26 of the central wall joint portion 18 are yielded and broken prior to the upper and lower beam joint portions 16. For this reason, the CLT wall 10 does not cause brittle fracture such as splitting, and it is possible to secure a restoring force rich in toughness. For this reason, according to the present embodiment, it is possible to provide a wooden earthquake-resistant wall having a very clear and simple structure capable of preventing brittle fracture of the wall body 10.

  In particular, the present embodiment has an advantage that the use of CLT in which the lamina is orthogonal to the wall body 10 makes it possible to realize the yield modes III and IV that do not easily cause splitting and that surely cause the drift pin 26 to yield. doing. As a result, the wooden earthquake resistant wall 100 can secure a restoring force rich in toughness without causing brittle fracture such as splitting. For this reason, the wooden earthquake-resistant wall 100 is effective as an earthquake-resistant element of the wooden structure of the upper floor and the third floor of the wooden middle-high-rise building. Also, in the normal rigid frame structure, the height of the bending point of the column bending stress varies depending on the rank due to the influence of the rigidity of the upper and lower beams, but the division level is set because the rotational rigidity of the drift pin joint at the division position is small. Even if it is unified near the center of the floor, a large bending moment does not act on the joint and it is easy to ensure the required shear strength.

  Moreover, since the wall body 10 is divided | segmented up and down and attached, a construction error can be absorbed in the position of the center wall junction part 18. FIG. In this case, the wall 10 or the gusset plate 24 may be drilled after being actually measured.

  In the present embodiment, it is assumed that the wall 10 has a height of about 2.5 m, a width of 2 m, and a thickness of about 0.2 m. Further, it is assumed that the height of the center position in the left-right direction of the gusset plate 20 of the beam joint portion 16 is about 0.3 m. Further, it is assumed that the gusset plate 24 of the wall joint 18 has a height of about 0.6 m and a width of about 0.8 m. About the dimension of the gusset plates 20 and 24 of the beam junction part 16 and the wall junction part 18, the number of arrangement | positioning of the drift pins 22 and 26, a position, a space | interval etc., it can select suitably according to the proof stress performance requested | required.

  Here, for example, as shown in FIG. 9 (3), the drift pin 26 disposed in the wall joint 18 is vertically upward from the lower end of the upper wall body 10A and vertically downward from the upper end of the lower wall body 10B. A plurality can be provided at intervals of a distance a in the horizontal direction at positions separated by a distance b in the direction. In this case, if the distance a is 3d or more and the distance b is 4d or more (d is the diameter of the drift pin 26), it is preferable because a joint structure having excellent deformation performance can be obtained as described later.

  Further, when forming the above-mentioned wooden earthquake-resistant wall 100, as shown in FIG. 2, two CLTs having the same thickness are used as the upper wall body 10A and the lower wall body 10B, and the CLT is a gusset of the wall joint portion 18. You may form so that it may attach from the front and back both surfaces of the plate 24. FIG. In this case, for example, two CLTs having a wall thickness of 90 mm (for example, three-layer three-ply: MX60) can be used. Since this CLT has a weight of about 85 kg per sheet, it can be attached by a craftsman by hand. Moreover, since the replacement is easy, it can be applied to the case where an existing wall body is seismically reinforced.

  Moreover, in said embodiment, you may incorporate damping devices, such as a viscoelastic damper, in the center division | segmentation part between 10 A of upper wall bodies and 10 A of lower wall bodies. In this way, it becomes possible to secure a larger amount of energy absorbed by the restoring force.

  Further, in the above embodiment, the additional axial force due to the couple is processed in principle by the beams on the side to be engaged, but as shown in FIG. 3 (1), the wall 10 is made of steel frames or wooden pillars on both the left and right sides. The spacers 28 may be disposed, and the left and right sides of the wall 10 may be joined to the spacers 28. In this case, for example, the joint portions 30 extending toward the wall body 10 are provided at the upper and lower ends of the spacers 28, and the upper and lower ends of the wall body 10 can be joined to the joint portion 30. In addition, as shown in FIG. 3 (2), the stud 28 may be directly joined to the beam 14 (beam 12). In this way, the axial force acting on the wall body 10 can be borne by the stud 28. In this case, it is good also as a fireproof coating specification by making the intermediary column 28 not bear a long-term axial force.

  In the above-described embodiment, the central wall joint 18 can be disposed near the upper beam 12 or the lower beam 14. In that case, the stress of the beam joint 16 on the side where the wall joint 18 is not arranged increases. Note that the function of the wall joint portion 18 may be combined with either the upper or lower beam joint portion 16. In this case, since the central wall joint portion 18 can be omitted, the joint portions necessary for the wall body 10 can be reduced to two locations at the top and bottom.

  By the way, as described above, the upper and lower beam joints 16 may have any structure as long as they are not broken prior to the central wall joint 18. Therefore, the beam joint portion 16 is not limited to the configuration using the drift pin 22 described above. If this condition is satisfied, for example, as shown in FIGS. 4 and 5, an LSB (lag screw bolt) and an HTB are used. A structure using both (high-strength bolts) may be used. 4 will be described as a first modification and FIG. 5 as a second modification.

(Modification 1 of Embodiment 1)
As shown in FIG. 4, the wooden earthquake-resistant wall 101 according to the first modification is provided with a notch 32 that is recessed in an L shape in front view at the upper left end of the upper wall 10A, and a gusset plate is provided in the notch 32. 34 is attached and fixed in a vertical direction and a horizontal direction with a lag screw bolt 36 to constitute a beam joint. The gusset plate 34 is connected to a plate 38 joined to the upper beam 12 via a plate 40 and a high-strength bolt 42. Although not shown in the figure, the upper right end of the upper wall body 10A and the lower left and right ends of the lower wall body 10B have the same beam joint structure. In the first modification, the height and width of the notch 32 are assumed to be about 0.3 m. Even if it does in this way, there can exist an effect similar to said Embodiment 1. FIG. At the time of construction, construction errors may be absorbed by the beam joint portion.

(Modification 2 of Embodiment 1)
As shown in FIG. 5, the wooden earthquake resistant wall 102 according to the second modified example is provided with the upper left end of the upper wall body 10 </ b> A instead of the notched portion 32 in order to prevent the cutout portion 32 of the first modified example from cracking. It is provided with a notch 32A that is cut obliquely when viewed from the front. A gusset plate 46 is attached and fixed to the sloped notch 32A in an oblique direction with a bolt 44 to constitute a beam joint. The gusset plate 46 is connected to a plate 38 joined to the upper beam 12 via a high-strength bolt 48. Although not shown in the figure, the upper right end of the upper wall body 10A and the lower left and right ends of the lower wall body 10B have the same beam joint structure. Even if it does in this way, there can exist an effect similar to said Embodiment 1. FIG.

(Embodiment 2)
Next, a second embodiment of the present invention will be described.

  As shown in FIGS. 6 to 8, the wooden earthquake-resistant wall 200 according to the second embodiment uses the beam joint portion 50 in place of the beam joint portion 16 in the first embodiment.

  The beam joint portion 50 is provided on the upper left and right sides of the upper wall body 10A and the lower left and right sides of the lower wall body 10B, and includes a gusset plate 52, a drift pin 54, and a lag screw bolt 56. Since the upper, lower, left and right beam joints 50 have the same structure, the following description will be made by taking the upper left beam joint 50 of the upper wall body 10A as an example.

  As shown in FIGS. 7 and 8, the gusset plate 52 is inserted and arranged from the upper end of the upper wall body 10A and joined to a base plate 58 arranged on the upper end surface of the upper wall body 10A. The base plate 58 is provided with a through hole, and a lag screw bolt 56 is screwed from the through hole toward the upper wall body 10A. Further, through holes are provided at corresponding positions of the gusset plate 52 and the upper wall body 10A, and the gusset plate 52 and the upper wall body 10A are horizontally connected by drift pins 54 passing through the through holes. A plate 60 protruding upward is joined to the base plate 58. On the other hand, a plate 62 is joined to the lower side of the upper beam 12. A plate 64 is disposed across the plate 60 and the plate 62, and each plate is provided with a through hole for a high-strength bolt. The plate 60 and the plate 62 are connected and fixed by a high strength bolt 66 through a plate 64.

  The beam joint 50 is based on the idea that the couple from the wall 10 is mainly processed by the lag screw bolt 56 and the shearing force is mainly processed by the drift pin 54. Those stresses are transmitted to the upper beam 12 and the lower beam 14 through high-strength bolts 66. The CLT wall thickness is assumed to be about 210 mm (7 layers 7 plies). Even if the beam joint portion 50 is configured in this way, the same effects as those of the first embodiment can be obtained.

  In particular, in the case of the present embodiment, it is possible to design the wall magnification to about 75 times. For this reason, it is effective as an earthquake-resistant element of the wooden structure of the upper floor and the third floor of the wooden medium-high-rise building. In addition, as in the first embodiment, it is extremely easy to incorporate a vibration control device such as a viscoelastic damper in the central divided portion of the wall body 10.

(Verification of the effect of the present invention)
Next, the element experiment of the drift pin junction performed in order to verify the effect of the present invention and the verification result by this experiment will be described with reference to FIGS.

  9 (1) and 9 (2) are specifications in which two CLT plates arranged above and below are joined to each other by a drift pin (hereinafter also referred to as a pin) and a steel plate at the center of the wall. The entire wall structure corresponds to the wooden earthquake-resistant wall of the second embodiment. According to such specifications, excellent deformation performance utilizing the toughness of the steel material can be expected by designing so that the yield of the central pin leads to failure. This experiment was conducted in order to determine an appropriate pin arrangement for each load at the junction at the center of the wall.

<Outline of experiment>
The experiment is a shear test of a two-surface shear joint, and for three types of pins with diameters of 24, 32, and 12 mm, Experiment 1 for examining the basic properties of one pin, FIG. 9 for the load shown in FIG. Experiment 2 for determining distances a and b in (3), Experiment 3 for determining distance b for the couple shown in FIG. 9 (3), Experiments 1 and 2 are compression tests, and Experiment 3 is a tensile test format It carried out in. FIG. 10 shows an outline of the test body and the force application method, and FIG. 11 shows a list of test bodies.

  Of these, No. 24-nd- * is A when the seam in the outermost lamina fiber direction intersects with the pin 1-φ24, and B is not. All CLTs consisted of Mx60, 7 layers, 7 plies and cedar.

<Result of Experiment 1>
12 (1) to 12 (3), No. 24-1-1-1, No. 24. 32-1-1 to 6, No.3. The load-deformation relationship of 12-1-1 to 6 is shown. The vertical axis in the figure is the loading load shown in FIG. 10 (1), and the horizontal axis is the displacement of the wood surface between the pin center position and the CLT bottom end.

No. 24-1, no. 32-1, no. In 12-1, deformation progressed while the bending of the pin was outstanding. The load-deformation relationship is No. 24-1, no. 32-1, no. Although there is variation in 12-1, almost the same shape is shown. The final destruction mode (destruction mode shown in the above-mentioned reference 1) is No. 24-1 is mode III, no. 32-1 is mode III (but closer to mode I than No. 24-1). 12-1 became mode IV.
FIG. 13 (1) shows the state of wood and pins during dismantling after the test.

<Result of Experiment 2>
In the experiment, distances a and b shown in FIG. 9 (3) are used as parameters, and a = 3d = 80, b = 4d = 100 mm (d is the pin diameter), and a = 2d, 3d, 4d, b = 2d, 3d, 4d, and 5d.

  In FIG. 24-6-ab, No. 24 in FIG. 24-3 shows a load-deformation relationship of ab. The vertical axis in the figure is the loading load shown in FIG. 10 (2), and the horizontal axis is the displacement of the wood surface between the center position of the drift pin at the uppermost end and the lowermost end of the CLT.

  No. In both cases 24-6 and 3-a-b, finally, the wood between them is swollen out of the plane (in the direction perpendicular to the plane of the paper in FIG. 10 (2)) due to the distance between the applied portion and the top of the pin. As a result, the yield strength decreased due to cracking of the wood. No. In the case of 24-6 and 3-50-100, the pin is bent while the penetration of the pin into the wood is outstanding, but finally, aggregate failure occurs in the lamina in the direction of the force = fiber direction (visually the second layer And the mode I destruction mode (destruction mode shown in the above-mentioned reference 1). Other than that, the deformation progressed while the bending of the pin was outstanding, and both became the mode III destruction mode (the destruction mode shown in the above-mentioned reference 1). In addition, standard No. For No. 24-6 and 3-80-100, No. 24-6, 3-80-120, no. In 24-6 and 3-100-100, the load-deformation relation was almost the same as that of the standard type. No. with a small value of b. 24-6, 3-80-50 or No. In 24-6 and 3-80-80, cracks in the end distance portion tend to occur, and the deformation until breakage tends to be small. 24-6, 3-80-50-3, no. There is a possibility that the entire deformation is extended as in 24-6, 3-80-80-3. The same specimens (Nos. 24-6, 3-a-b-1, 2) have different displacements at the time of fracture, but the load-deformation relationship up to the maximum proof stress shows almost the same shape.

  In FIG. 12 (5), as a representative example of the load-deformation relationships shown in FIGS. The results of 24-1-2 and A plot obtained by multiplying the load value of 24-1-2 by 6 is also shown. No. The curve obtained by multiplying the load value of 24-1-2 by 6 is almost the same curve as the test piece with 6 pins, but the yield strength at the time of failure is No. The load value of 24-1-2 multiplied by 6 is slightly higher.

<Result of Experiment 3>
In the experiment, the distance b shown in FIG. 9 (3) was used as a parameter, and b = 2d, 3d, 4d, 5d, and 7d with b = 4d = 100 mm (d is the pin diameter) as the center. In FIG. The load-deformation relationship of 24-b is shown. The vertical axis in the figure is the loading load shown in FIG. 10 (3), and the horizontal axis is the displacement of the wood surface between the pin center position on the test side and the CLT bottom end. FIG. 13 (2) shows an example of the dismantling situation.

  No. in which the distance b is a standard form. No. shorter than 24-4d. In 24-2d and 3d, the lamina in which the fiber direction at the bottom of the test body = the direction of force is dropped, the steel plate side lamina is dropped, the opposite side steel plate side lamina is dropped, the outermost layer lamina is dropped, and the destruction occurs in this order. Proceeding, the load decreased step by step as the lamina was removed. The distance b is No. No. longer than 24-4d. In 24-5d and 7d, the lower part of the wood opened out of the plane as the pin was deformed into a "<" shape, and a crack occurred from the notch for inserting the steel sheet, resulting in a decrease in yield strength.

  Standard No. In 24-4d, no. No. 24-2d, 3d No. 24-5d and 7d and the intermediate destruction are mixed. 24-2d, 3d destruction type and No. It seems to be in the middle of the destruction type of 24-5d and 7d. The final destruction mode (destruction mode shown in the above-mentioned Reference Document 1) was Mode III for all the specimens. In addition, No. with different lamina seam positions. There was no clear difference between 24-b-A and B types.

<Summary of experimental results>
By elemental experiment of CLT and steel plate pin joint using domestic cedar material, the distance a shown in Fig. 9 (3) is 3d or more, and the distance b is 4d or more (d is pin diameter). It was confirmed that the bonding was excellent.

  As described above, according to the wooden earthquake resistant wall according to the present invention, the wall body made of CLT is provided, and the upper end and the lower end of the wall body are respectively joined to the upper beam and the lower beam made of steel through the beam joint portion. The wall is divided into an upper wall that is arranged on the upper side and the upper end is joined to the upper beam, and a lower wall that is arranged on the lower side and joined to the lower beam. It is divided into upper and lower parts, and the upper and lower walls are joined by a wall joint with a structure that breaks prior to the beam joint when a predetermined load is applied. It is possible to provide a wooden earthquake-resistant wall with a clear structure that can prevent the above.

  Further, according to another wooden earthquake-resistant wall according to the present invention, the wall joint portion includes a steel plate inserted and arranged in the upper wall body and the lower wall body, and a connection for connecting the steel plate, the upper wall body, and the lower wall body. Since it consists of members and breaks in a failure mode in which yielding occurs in the connecting member, the connecting member yields and breaks prior to the beam joint when a predetermined load is applied. For this reason, the CLT wall body does not cause brittle fracture such as splitting, and it becomes possible to secure a restoring force rich in toughness.

  Moreover, according to the other wooden earthquake-resistant wall which concerns on this invention, since a connection member is provided in two places, the location which connects a steel plate and an upper wall body, and the location which connects a steel plate and a lower wall body. The locations where the connecting member yields (has toughness) are, for example, approximately two locations in the central portion, and the deformation performance (interlayer deformation) of the central portion can be increased.

  In addition, according to the other wooden earthquake-resistant wall according to the present invention, since the vibration control device incorporated between the upper wall body and the lower wall body is provided, it is possible to further secure the absorbed energy by the restoring force. Become.

  Further, according to another wooden earthquake-resistant wall according to the present invention, the wall body is vertically divided into an upper wall body and a lower wall body at substantially the center in the vertical direction, and the wall joint portion is formed on the left and right sides of the wall body. Since it is provided substantially in the center of the direction, it is possible to provide a wooden earthquake-resistant wall having a very clear and simple structure capable of preventing brittle fracture of the wall body.

  Moreover, according to the other wooden earthquake-resistant wall according to the present invention, the wall body made of CLT is provided, and the upper end and the lower end of the wall body are respectively joined to the upper beam and the lower beam made of steel through a beam joint portion. This is a wooden seismic wall, and one of the upper and lower beam joints of the wall is a structure that breaks prior to the other beam joint when a predetermined load is applied. The number of joints can be reduced to two.

  Moreover, according to the other wooden earthquake-resistant wall which concerns on this invention, since the both right and left sides of a wall body are joined to a stud, the axial force which acts on a wall can be borne by a stud.

  As described above, the wooden earthquake-resisting wall according to the present invention is useful for a wooden earthquake-resistant wall using CLT as a wall, and is particularly suitable for preventing brittle fracture of the wall.

DESCRIPTION OF SYMBOLS 10 Wall body 10A Upper wall body 10B Lower wall body 12 Upper beam 14 Lower beam 16, 50 Beam joint 18 Wall joint 20, 24, 34, 52 Gusset plate (steel plate)
22, 26, 54 Drift pin (connecting member)
28 Pillar 30 Joint 32, 32A Notch 36, 56 Lag screw bolt 38, 40, 46, 60, 62, 64 Plate 42, 48, 66 High-strength bolt 44 Bolt 58 Base plate 100, 101, 102, 200 Wooden earthquake resistant wall

Claims (8)

A wooden earthquake-resistant wall comprising a wall made of CLT, wherein the upper and lower ends of the wall are joined to an upper beam and a lower beam made of steel, respectively, via a beam joint,
The wall body is vertically divided into an upper wall body that is disposed on the upper side and the upper end is joined to the upper beam, and a lower wall body that is disposed on the lower side and is joined to the lower beam.
A wooden earthquake resistant wall characterized in that the upper wall body and the lower wall body are joined by a wall joint part having a structure that breaks prior to the beam joint part when a predetermined load is applied.   The wall joint portion is composed of a steel plate inserted and arranged in the upper wall body and the lower wall body, and a connecting member that connects the steel plate, the upper wall body, and the lower wall body, and breaks in a failure mode in which yielding occurs in the connecting member. The wooden earthquake-resistant wall according to claim 1, wherein:   3. The wooden earthquake-resistant wall according to claim 2, wherein the connecting member is provided at two locations, a location where the steel plate and the upper wall body are connected, and a location where the steel plate and the lower wall body are connected.   A plurality of connecting members having a diameter d are provided at intervals of a distance a in the horizontal direction at positions separated by a distance b in the vertically upward direction from the lower end of the upper wall body and in the vertically downward direction from the upper end of the lower wall body. The wooden earthquake-resistant wall according to claim 3, wherein the wooden earthquake-resistant wall is a member, and the distance a is 3d or more and the distance b is 4d or more.   The wooden earthquake-resistant wall according to any one of claims 1 to 4, further comprising a vibration control device incorporated between the upper wall body and the lower wall body.   The wall body is vertically divided into an upper wall body and a lower wall body at approximately the center in the vertical direction, and the wall joint portion is provided at approximately the center in the left-right direction of the wall body. The wooden earthquake-resistant wall according to any one of 5 above. A wooden earthquake-resistant wall comprising a wall made of CLT, wherein the upper and lower ends of the wall are joined to an upper beam and a lower beam made of steel, respectively, via a beam joint,
A wooden earthquake-resistant wall characterized in that either one of the upper and lower ends of the wall has a structure that breaks prior to the other beam joint when a predetermined load is applied.   The wooden earthquake-resistant wall according to any one of claims 1 to 7, wherein both the left and right sides of the wall body are joined to a stud.