JP5484264B2 - Building reinforcement structure - Google Patents

Description

  The present invention relates to a reinforcing structure for a building.

  2. Description of the Related Art Conventionally, as an outer wall reinforcing structure for a house that improves earthquake resistance, a structure as shown in Patent Document 1 is known in addition to the addition of bracing bearing walls and structural plywood. As shown in FIG. 17, the reinforcement structure of the outer wall of a house described in Patent Document 1 includes a metal bracing member 115 disposed between the foundation concrete 106 and the beam 110 or the column 109 on the ceiling side. The metal reinforcing member 117 is fixed to the upper end of the metal bracing member 115 with the ladder screw 112 to the beam 110 or the column 109 on the ceiling side, and the lower end of the metal reinforcing member 117 is made of the metal of the foundation concrete 106. It is fixed to the reinforcing member 117 via tension adjusting members 120 to 122.

JP 2005-133296 A

  In building reinforcement work, it is better that there are few reinforcement works from the viewpoint of reinforcement efficiency, and it is better to use a load-bearing wall with a higher wall strength magnification. However, in order to ensure the reaction force of a load bearing wall with a high wall strength magnification, it is usually necessary to reinforce the reinforced concrete cloth foundation and install column base hardware with joint strength corresponding to the wall strength magnification. Therefore, in the case of unreinforced concrete cloth foundation, there was a problem that seismic reinforcement work did not spread due to an increase in the cost of reinforcement work for the foundation. On the other hand, when the foundation reinforcement work is not performed, a load bearing wall with a low wall strength magnification corresponding to the unreinforced concrete cloth foundation is used. In that case, it is necessary to secure the necessary wall length in order to ensure the proof stress, and there is a problem that the living environment and the building use are restricted such as closing the opening. In particular, the impact appears more serious in small houses where the living environment and building use are restricted.

  In the present invention, it is possible to use a load-bearing wall with a high wall strength magnification in the building reinforcement structure without performing foundation reinforcement work, reducing costs and improving earthquake resistance, and closing the opening. The purpose of the present invention is to provide a reinforcing structure for buildings without any restrictions on the use of buildings.

  The reinforcing structure of a building according to claim 1 is a reinforcing structure of a building provided with beams, and a bending transmission beam attached to a concrete cloth foundation via spacers at both ends, and the bending transmission beam. At both end portions, one end is attached to the bending transmission beam, and the other end is provided on the existing beam, and the other end of the bending transmission beam is attached to the bending transmission beam. And a new pillar joined to the existing beam by means for transmitting only shearing force, and a load bearing wall having at least one side in the vertical direction installed on the new pillar.

  The reinforcing structure of a building according to claim 2 is a reinforcing structure of a building including a beam, and one of the bending transmission beam attached to an existing shaft and one end of the bending transmission beam is bent. At the other end of the bending transmission beam, one end is attached to the bending transmission beam and the other is a concrete cloth. A new column joined to the foundation by means for transmitting only a shearing force, and a load bearing wall having at least one side in the vertical direction installed on the new column.

  The building reinforcing structure according to claim 3 is the building reinforcing structure according to claim 1 or 2, wherein the concrete cloth foundation is an unreinforced concrete cloth foundation.

  According to the present invention, a load-bearing wall having a high wall strength ratio can be used for a reinforcing structure of a building without performing a foundation reinforcement work, so that the cost can be reduced and the earthquake resistance can be improved, and the opening can be blocked. It is possible to provide a reinforcing structure for a building that does not have restrictions on the living environment and building use.

  In addition, the reaction force applied to the concrete cloth foundation is reduced, and at the same time, the concrete cloth foundation is simultaneously pressed by the weight of the building, so that an excessive reaction force does not act on the concrete cloth foundation. In other words, it is possible to use a load-bearing wall with a high wall strength ratio in the reinforcement structure of a building without reinforcing a non-reinforced concrete foundation, which can reduce costs and is versatile regardless of the type of foundation. Can be used.

It is sectional drawing of the reinforcement structure of the building of this invention. It is sectional drawing of the reinforcement structure of the building. It is sectional drawing of the reinforcement structure of the building of other embodiment. It is sectional drawing of the reinforcement structure of the building of another embodiment. It is sectional drawing of the reinforcement structure of the building of another embodiment. It is sectional drawing of the concrete means in which a new pillar transmits only a shearing force to an existing beam. It is sectional drawing of another concrete means in which a new pillar transmits only a shearing force to an existing beam. It is a top view of the house which applied the reinforcement structure of the building of this invention. It is a figure showing the relationship between the result by a precise diagnosis method, and a natural period when the reinforcement structure of the building of this invention is applied to a house. It is a figure which shows the method of measuring the shearing force concerning a face material bearing wall with a bending transmission beam. It is the test result which measured the shearing force concerning a face material bearing wall with a bending transmission beam. It is a figure which shows the load cell position of a test body, and a load-deformation angle curve. It is a figure which shows the verification model of the bending stress degree of a bending transmission beam. It is a figure which shows the natural period-displacement relationship. It is a figure which shows the measuring method of a column axial force, and its result. It is a figure which shows the load distribution of the western-style room. It is sectional drawing of the reinforcement structure of the building of a prior art example.

  Hereinafter, embodiments of the present invention will be described with reference to the drawings. It should be noted that the disclosed embodiments are illustrative and not restrictive in all respects, and the scope of the present invention includes all modifications within the scope of the claims and the equivalent scope thereof. Is intended.

  Here, a direction substantially horizontal to the concrete cloth foundation 6 is referred to as “horizontal direction”, and a direction substantially perpendicular to the concrete cloth foundation 6 is referred to as “vertical direction”. Further, both ends of the bending transmission beam 1 are referred to as “both end portions”. Further, the new pillars that are attached to both ends of the bending transmission beam 1 are referred to as end new pillars 2b. Both end portions of the new pillar 2a are referred to as “one” and “the other”, and both end portions of the end new pillar 2b are referred to as “one” and “the other”.

<First Embodiment>
With reference to FIG. 1 and FIG. 2, the reinforcement structure of the building of 1st Embodiment is demonstrated. The building reinforcing structure of this embodiment includes a bending transmission beam 1, a new pillar 2 a, an end new pillar 2 b, a load bearing wall 3, and a spacer 5.

  The bending transmission beam 1 is installed on the concrete cloth foundation 6 by anchor bolts 19 via spacers 5 at both ends. At both ends of the bending transmission beam 1, one of the end new columns 2 b is attached to the bending transmission beam 1 and the other is attached to the existing beam 4. In other words, the end new column 2b is attached to the bending transmission beam 1 and the existing beam 4 in a state of standing upright in the vertical direction. In the portions other than both end portions of the bending transmission beam 1, one of the new pillars 2 a is attached to the bending transmission beam 1 and the other is joined to the existing beam 4 by means for transmitting only a shearing force. Furthermore, at least one side of the bearing wall 3 in the vertical direction is joined along the vertical direction of the new pillar 2a. In addition, although the raw material of the bending transmission beam 1 is not ask | required, it is suitable especially that it is comprised with the timber.

  With reference to FIG. 6, the concrete means in which the new pillar 2a transmits only a shearing force to the existing beam 4 is demonstrated. One of the new pillars 2 a is attached to the bending transmission beam 1, and the other is sandwiched between the first receiving member 16 and the second receiving member 17 from the horizontal direction. In other words, the new pillar 2a is sandwiched in the horizontal direction by the first receiving member 16 and the second receiving member 17 that are attached to the existing beam 4 by the lug screw 9, and the horizontal force (shearing force). Is transmitted to the bending transmission beam 1 and is free in the axial direction. The length of the new column 2a is determined so that the other side of the new column 2a does not contact the existing beam 4 when the new column 2a is installed. Specifically, when the new pillar 2a is installed, it is sufficient that the other of the new pillar 2a and the existing beam 4 have an interval of about 30 mm, and an interval of 30 mm is preferable.

  Further, with reference to FIG. 7, another specific means for transmitting only the shearing force to the existing beam 4 by the new column 2a will be described. A tenon is formed on the side of the new pillar 2a that does not contact the bending transmission beam 1, a tenon is formed in the existing beam 4, and the side of the new pillar 2a that does not contact the bending transmission beam 1 and the existing beam 4 are tenoned. Join in pairs. The tenon is formed in the new pillar 2a when the tenon formed in the new pillar 2a is inserted into the tenon of the existing beam 4 and the tenon non-formation region of the new pillar 2a is about 30 mm. It may be in a range that does not contact, and an interval of 30 mm is preferable. In other words, the new pillar 2a is sandwiched by the existing beam 4 from the horizontal direction, and is configured to transmit only the horizontal force (shearing force) to the bending transmission beam 1. In addition, the joining method of the new pillar 2a and the existing beam 4 is not limited to the tenon assembly, and other joining methods may be used as long as the new pillar 2a can transmit only the shearing force to the existing beam 4. You can also.

With reference to FIG. 2, the reaction force which acts on the concrete cloth foundation 6 when a shear force is applied to the reinforcing structure of the building will be described. When a shearing force is applied to the reinforcing structure of the building, the force V1 acting on the concrete cloth foundation 6 is expressed by the following formula (formula (1)).
V1 = P1 · H1 / W1 (1)
Here, V1 represents the force acting upward on the concrete cloth foundation 6, and P1 represents the shearing force applied to the reinforcing structure of the building. Further, the installation point between the end new column 2b opposite to the end new column 2b on which P1 acts and the bending transmission beam 1 is referred to as an origin O1, and H1 is the length of the end new column 2b. W1 represents the force acting on the distance (the length of the bending transmission beam 1) between the point where V1 acts and the origin O1.

  According to the formula (1), if the bending transmission beam 1 longer than the length of the load bearing wall 3 is used and the distance W1 is made sufficiently large, the force V1 acting on the concrete cloth foundation 6 can be reduced. It is possible to avoid an excessive reaction force acting on 6. Specifically, the length W of the bending transmission beam 1 is preferably at least three times the length of the side of the bearing wall 3 joined to the bending transmission beam 1.

  According to the above-described means in which the new column 2a transmits only the shearing force to the existing beam 4, the new column 2a transmits only the shearing force to the existing beam 4, so that the existing beam 4 is not pushed up. In other words, the end new column 2b transmits the force acting in the vertical direction of the building reinforcement structure, but the new column 2a does not transmit the force acting in the vertical direction of the building reinforcement structure.

  In other words, the force acting in the vertical direction of the reinforcing structure of the building by the above-mentioned means is transmitted at both end portions of the bending transmission beam 1 to which the end new column 2b is attached. The force V1 acting on the fabric foundation 6 can be reduced. Furthermore, since the weight of the concrete cloth foundation 6 acts on the installation point of the end new pillar 2b and the bending transmission beam 1 to hold down the concrete cloth foundation 6, the concrete cloth foundation 6 is excessively raised. Force can be prevented from acting. Therefore, a bearing wall having a high wall strength magnification can be used for the reinforcing structure of a building without performing foundation reinforcement work, and the cost can be reduced and the earthquake resistance can be improved.

  In addition, the reaction force applied to the concrete cloth foundation 6 is reduced, and at the same time, the concrete cloth foundation 6 is simultaneously pressed by the weight of the building, so that an excessive upward reaction force does not act on the concrete cloth foundation 6. In other words, the load-bearing wall 3 having a high wall strength ratio can be used for the reinforcing structure of the building without reinforcing the unreinforced concrete foundation, so that the cost can be reduced and the general-purpose regardless of the type of foundation. Can be used.

  Moreover, with reference to FIG. 3, the reinforcement structure of the building of this embodiment has a structure in which one side of the load-bearing wall 3 is joined to the end new pillar 2b and the opposite side of the one side is joined to the new pillar 2a. Also good.

Second Embodiment
With reference to FIG. 4, the reinforcement structure of the building of 2nd Embodiment is demonstrated. The building reinforcement structure of this embodiment includes a bending transmission beam 1, a new pillar 2 a, an end new pillar 2 b, and a load bearing wall 3.

  The bending transmission beam 1 disposed in the horizontal direction is attached to the existing shaft set 15. One end of the existing column 18 is attached to the existing shaft set 15 and the other end is attached to the concrete cloth foundation 6, and the existing pillar 18 is attached to the existing shaft set 15 and the concrete cloth foundation 6 in a vertically standing state. Has been. At both ends of the bending transmission beam 1, one of the end new columns 2 b is attached to the bending transmission beam 1 and the other is attached to the concrete cloth foundation 6. In other words, the end new column 2b is attached to the bending transmission beam 1 and the concrete cloth foundation 6 in a state of standing upright in the vertical direction. In the portions other than the both end portions of the bending transmission beam 1, one of the new columns 2a is attached to the bending transmission beam 1, and the other is joined to the concrete cloth foundation 6 by means for transmitting only a shearing force. Furthermore, at least one side of the bearing wall 3 in the vertical direction is joined along the vertical direction of the new pillar 2a.

  In the second embodiment, the specific means for the new pillar 2a to transmit only the shearing force to the existing beam 4 is that one of the new pillars 2a is attached to the bending transmission beam 1 and the other is the first from the horizontal direction. It is held between the receiving material 16 and the first receiving material 17. In other words, the new pillar 2a includes the first receiving member 16 and the second receiving member 17 attached to the concrete cloth foundation 6 with the anchor bolts 19 or the first receiving member 16 attached to the base with the lug screw 9 and the first receiving member 16. 2 It is sandwiched by the receiving material 17 in the horizontal direction, and is configured so that only a horizontal force (shearing force) can be transmitted. When the new pillar 2a is installed, the length of the new pillar 2a is determined so that the other side of the new pillar 2a does not contact the concrete cloth foundation 6 or the foundation. Specifically, when the new pillar 2a is installed, the other pillar 2a and the concrete cloth foundation 6 need only have an interval of about 30 mm, and an interval of 30 mm is preferable (not shown). ).

  Further, another specific means of the second embodiment in which the new column 2a transmits only the shearing force to the existing beam 4 is to form a tenon on the side of the new column 2a that does not contact the bending transmission beam 1, A mortise is formed in the foundation installed on the foundation 6, and the side where the new pillar 2a is not attached to the bending transmission beam 1 and the foundation, the tenon non-formation area and the foundation are about 30 mm (preferably 30 mm The new pillar 2a of the first embodiment is similar to another specific means for transmitting only the shearing force to the existing beam 4 except that it is configured to be joined by a tenon assembly with a spacing of (Not shown).

With reference to FIG. 4, the reaction force which acts on the concrete cloth foundation 6 when a shear force is applied to the reinforcing structure of the building will be described. When a shearing force is applied to the reinforcing structure of the building, the force V2 acting on the concrete cloth foundation 6 is expressed by the following formula (formula (2)).
V2 = P2 / H2 / W2 Formula (2)
Here, V2 represents a force acting on the concrete cloth foundation 6, and P2 represents a shearing force applied to the reinforcing structure of the building. Moreover, the installation point of the edge new pillar 2b opposite to the edge new pillar 2b on which P2 acts and the concrete cloth foundation 6 is referred to as an origin O2, and H2 is the length of the edge new pillar 2b. W2 represents the force acting on the distance (the length of the bending transmission beam 1) between the point where V2 acts and the origin O2.

  According to the formula (2), if the bending transmission beam 1 longer than the length of the load bearing wall 3 is used and the distance W2 is made sufficiently large, the force V2 acting on the concrete cloth foundation 6 can be reduced. It is possible to avoid an excessive reaction force acting on 6. Specifically, the length W of the bending transmission beam 1 is preferably at least three times the length of the side of the bearing wall 3 joined to the bending transmission beam 1.

  According to the above-described means in which the new pillar 2a transmits only the shearing force to the concrete cloth foundation 6, the new pillar 2a transmits only the shearing force to the concrete cloth foundation 6, so that the concrete cloth foundation 6 is not pushed down. In other words, the end new column 2b transmits the force acting in the vertical direction of the building reinforcement structure, but the new column 2a does not transmit the force acting in the vertical direction of the building reinforcement structure.

  That is, by the means described above, the force acting in the vertical direction of the reinforcing structure of the building is transmitted at both end portions of the bending transmission beam 1 installed by the new end column 2b, so that the distance W2 can be sufficiently increased, and the concrete cloth The force V2 acting on the foundation 6 can be reduced. Furthermore, since the weight of the concrete cloth foundation 6 acts on the attachment point between the end new pillar 2b and the concrete cloth foundation 6 to hold down the concrete cloth foundation 6, an excessive reaction force is exerted on the concrete cloth foundation 6. It can be disabled. Therefore, a bearing wall having a high wall strength magnification can be used for the reinforcing structure of a building without performing foundation reinforcement work, and the cost can be reduced and the earthquake resistance can be improved.

  In addition, the reaction force applied to the concrete cloth foundation 6 is reduced, and at the same time, the concrete cloth foundation 6 is simultaneously pressed by the weight of the building, so that an excessive upward reaction force does not act on the concrete cloth foundation 6. In other words, the load-bearing wall 3 having a high wall strength ratio can be used for the reinforcing structure of the building without reinforcing the unreinforced concrete foundation, so that the cost can be reduced and the general-purpose regardless of the type of foundation. Can be used.

  Referring to FIG. 5, the building reinforcing structure of the present embodiment has a structure in which one side of the load-bearing wall 3 is joined to the end new column 2 b and the opposite side of the one side is joined to the new column 2 a. Also good.

  Applying the reinforcement structure of the building of the first embodiment, seismic reinforcement without newly installing a concrete cloth foundation 6 directly under the second floor of a 46-year-old wooden house (see Fig. 8) that has been expanded to a second floor. Construction was done.

  The building was diagnosed before and after the earthquake-proof reinforcement work by the Precise Diagnosis Method (Japan Building Disaster Prevention Association: Seismic diagnosis and reinforcement method for wooden houses, issued in 2004). The results are shown in Table 1. As a result of the diagnosis performed on the building after the reinforcement work, the superstructure score was 1.00 or more, and the earthquake resistance was greatly improved by the reinforcement work of the present invention.

  Moreover, as shown in FIG. 8, the accelerometers 14a-14d were installed, the acceleration of the X-axis direction and the Y-axis direction was measured, and the natural period T (s) of the building was calculated. As shown in FIG. 9, the natural period T is shortened with the progress of the seismic reinforcement work, and the earthquake resistance is greatly improved from the viewpoint of the natural period T.

Further, the rigidity K in the X and Y directions at each implementation stage was calculated by the following formula (formula (3)), and the increase amount ΔK ₀ of the rigidity K due to reinforcement was examined.
T = 2π · √M / √K Equation (3)
Here, T represents the natural period, and K represents rigidity. M represents a building weight M = 135 kN above 1/2 of the height of the first floor of the location, which is calculated from the natural period T, the fixed load, and the loaded load.

  Each number in Table 2 indicates the following reinforcement work process ((ii): initial measurement state, (iii): compression bracing, (iv): all screw braces (1st floor), (v): surface with foundation beam Material bearing wall, (vi): structural plywood, (vii): structural plywood, (viii): structural plywood and all screw braces (2nd floor).

  As shown in Table 2, the building rigidity K (kN / m) is remarkably improved when the reinforcing structure of the present invention is incorporated as the reinforcement work proceeds, and the building rigidity K is also improved from the viewpoint of the building rigidity K. The characteristics were greatly improved.

  Further, the reinforcing structure of the building of the present invention, particularly the strength element, was studied in more detail.

<Strength element>
It is a high strength element in which 12mm structural plywood is nailed at 75mm pitch on both sides of the pillar-horizontal material joined with the hardware used for hardware construction method as shown in Fig. 1 and lifted by horizontal force The bending transmission beam 1 (hereinafter referred to as the foundation beam 1) having a length of 330 mm and an anchor bolt 19 of about 2400 mm is provided, and the end new column 2b is fixed with the existing column 18 and the lug screw 9, or The end new column 2b is characterized in that the tensile force acting on the anchor bolt 19 for fixing the foundation beam 1 can be reduced by directly abutting against the foundation beam 1 and pressing it by the vertical load of the building. At that time, it is necessary to cast the earth concrete 6 having a thickness of about 200 mm so that the anchor bolt 19 can bear this tensile force, but this is a simpler construction method than newly installing the reinforced concrete cloth foundation 6. A foundation packing 5 having a thickness of 20 mm is provided on the anchor portion so that the bending transmission beam 1 does not contact the top end of the soil concrete 6 even if it bends. In addition, the new column 2a has a horizontal force acting on the load bearing element so that 1/10 rad. A gap of about 30 mm is made so as not to push up the existing beam 4 even if it is deformed. In the applied force in the B direction, a shearing force is applied from the receiving member 17 attached to the existing beam 4 via the hole-down hardware 10 (hereinafter referred to as HD hardware 10) from the end new pillar 2b side. In the applied force, the receiving member 17 was attached to the existing shaft group 15 so that a shearing force was applied directly from the receiving member 17 to the new end column 2b.

<Test method>
As shown in FIG. 12, one side of the upper part of the test body is restrained from horizontal movement with a connecting material having a load meter, the lower part is fixed to a base supported by a roller, the base is horizontally moved by a 10 tf electric actuator, and a column base is fixed. It is assumed that the load is gradually increased by repeating the positive and negative alternating times each predetermined deformation angle by the formula. In addition, in MW75-2 and 3 in the test of the bearing material bearing wall with the foundation beam 1, two center-hole type load meters were installed in order to measure the shearing force acting on the anchor bolts 19 at both ends of the foundation beam 1. .

<Test results and discussion>
FIG. 11 shows a list of envelopes of the load-deformation angle relationship in each test, and Table 3 shows a list of average values of the characteristic values obtained from the complete elastic-plastic evaluation.

<Surface bearing wall with foundation beam>
Describe the destructive properties. In the initial stage, slippage of face materials and nails was observed. These progressed as the deformation progressed, and ultimately the face material was detached from the shaft material, resulting in a decrease in yield strength. The calculation of lifting force is described. As shown in FIG. 12 (a), (I) horizontal load of the specimen, (II) shear force acting on the foundation beam 1, and (III) calculation results obtained by substituting the horizontal load with shear force are shown in FIG. ). (II) and (III) in the figure are almost the same, and it was found that the calculation of the shear force at the support point of the foundation beam 1 by replacing the horizontal load with a couple is appropriate. Further, even after the maximum proof stress, no damage was seen in the foundation beam 1 in all the test specimens. The verification for bending of the foundation beam 1 will be described. Based on the model shown in FIG. 13, the allowable bending stress level of the foundation beam 1 in the short-term and maximum proof stress of this specimen is tested. As shown in Fig. 13, the section modulus of the foundation beam 1 is calculated on the safe side taking into account the cross-sectional defect of the hardware side ditch (16mm) and high strength bolt hole (14mm), and the strength of the wood used is short-term. Is 2/3 of the standard strength, and the maximum proof stress is the standard proof strength. As a result of examining the bending stress of the foundation beam 1 in the calculation, it was found that both the short-term shear strength and the maximum load were safe as shown in Table 4, and it was confirmed that the foundation beam 1 was safe in both experiments and calculations. .

<Summary>
Two kinds of load-bearing elements that can be constructed at low cost were developed, and the structural performance could be confirmed experimentally by conducting a horizontal force test.

  In addition, the effect of the seismic retrofit example using the reinforcing structure of a building according to the present invention was verified in more detail.

<Seismic diagnosis and reinforcement plan>
The target house is shown in FIG. This house is a 46-year-old house with a conventional structure and a two-story building. Table 1 shows the results of diagnosing this house by the precision diagnostic method. As a result, it was diagnosed that there is a high possibility of collapse in the event of a major earthquake as stipulated by the Building Standards Act. The main causes are that there is no load bearing element directly below the second floor and that the Western room 1 has many openings. Therefore, the reinforcement plan is based on the diagnosis results and the request of the landlord, to reinforce the floor directly below the second floor with a face bearing bearing wall with a foundation beam 1 without installing a new fabric foundation, and to provide an existing thread brace bearing wall to leave the existing opening. That was the main thing.

<Seismic reinforcement>
The main reinforcement work is shown in the legend of FIG. 8, and the diagnosis results after reinforcement are shown in Table 1. As a result, the superstructure score exceeded 1.00, and it was confirmed that it would not collapse in the event of a major earthquake.

<Natural period T of building>
At each construction stage, the natural period T of the building is measured by free vibration due to human vibration, and the relationship between the change of the natural period T of the building and the reinforcing effect is confirmed. In both the X and Y directions, two places on the second floor are simultaneously shockedly applied by human power, and this is repeated several times to measure acceleration with accelerometers installed at four places on the second floor. The primary natural period T was calculated after removal. At that time, the acceleration is replaced with the displacement, and the average value of the regression line is compared. The result is as shown in FIG. 14. As the construction progressed, the natural period T did not change clearly in the Y direction, whereas the natural period T became shorter in the X direction. Furthermore, at the initial stage of measurement, it can be confirmed that the building is twisted because the difference in displacement between ch3 and ch4 is large. However, since the difference in displacement decreases as the construction progresses, the twist is eliminated, and the natural period T The reinforcing effect was confirmed.

<Consideration 1: Necessary reaction force of bearing wall with foundation beam>
The resistance mechanism against the floating of the bearing material bearing wall with the foundation beam 1 is as described in the previous report. Therefore, the tensile force acting on the anchor bolt 19 buried in the concrete is determined as the required reaction force with the maximum value of the tensile force acting on the anchor bolt 19 measured in the experiment as the vertical force at the points A and B in FIG. Consider how much the load can be reduced. Here, the vertical load is the column axial force (measured value) calculated by actually lifting the jack at the lower end of the beam as shown in FIG. 15 at the locations A and B, and the load distribution diagram of FIG. Is used as a column axial force (calculated value) calculated from a fixed load or a loaded load and a burden area, and the two are also compared. The results are shown in Table 5. As for the comparison of the column axial force, only the beam lifted in the column A, so the calculated value was higher than the measured value by the axial force of the column from the second floor. On the other hand, the measured value and the calculated value of the column B substantially coincided. However, the pillar A is constructed so that the existing pillar 18 and three lug screws 9 (LS12 × 240) are joined so that the axial force of the pillar from the second floor can also contribute to pressing. On the other hand, in the column B, the load at which pressing by the vertical load starts to occur is about 11 kN, and at least ½ of the required reaction force can be expected. Therefore, it was confirmed that the anchor bolt 19 embedded in the concrete only has to resist a tensile force of about 10 kN.

<Discussion 2: Relationship between natural period T and superstructure score>
The relationship between the natural period T in the X and Y directions at each construction stage and the superstructure score of precision diagnosis is examined. Note that (i) is excluded from the comparison target because the load situation is greatly different from that after (ii) because the load is moved from the first floor to the second floor for construction. The results are shown in FIG. When the first floor is reinforced, there is a correlation that the natural period T becomes shorter as the score increases in both the X and Y directions, and this relationship is especially the construction of the foundation beam bearing wall in the X direction (v ). On the other hand, when the second floor was reinforced, this relationship was seen only between (vii)-(viii).

<Consideration 3: Calculation and comparison of building stiffness K based on natural period T>
Using the natural period T and the building weight M = 135 kN above the ground floor height of the first floor of the location calculated from the fixed load and the loaded load, the stiffness K in the X and Y directions at each construction stage is expressed by the formula ( Calculated in 3), the increase amount ΔK ₀ of the rigidity K due to reinforcement is examined. Then, ΔK ₀ is compared with the rigidity ΔK ₁ , ΔK ₂ of each load bearing element actually added. ΔK ₁ is a reference rigidity obtained by complete elasto-plastic evaluation of envelope data of the experimental results of the added strength element, and ΔK ₂ is a displacement amount (0.1 mm to 0) obtained from the experimental results of each strength element. Secant stiffness at .8 mm). From Table 2, the rigidity K increased as the construction progressed. Comparing the amount of increase in rigidity, ΔK ₂ was closer to ΔK ₀ than ΔK ₁ . This is considered to be because ΔK ₂ was evaluated by the amount of displacement during free vibration. The (v), could not be identified due to [Delta] K ₀ increased significantly during application of (viii), it has reinforced the Y direction and the second floor is presumed that one of the factors.

<Summary>
Seismic diagnosis was performed for existing houses by the precision diagnostic method, and the seismic performance before and after reinforcement using the developed load-bearing elements was compared. In addition, the natural period became shorter at each construction stage, and the reinforcing effect was confirmed from the relationship between the natural period and the superstructure score.

  The present invention is useful for building reinforcement structures.

1 Bending transmission beam (foundation beam)
2a New pillar (pillar B)
2b New pillar at the end (pillar A)
3 Bearing walls 4 Existing beams (existing beams)
5 Spacer (Fundamental packing)
6 Concrete cloth foundation (concrete concrete, cloth foundation)
7 base 8 receiving material 9 lug screw 10 hole down hardware 11 structural plywood 12 mount 13 load meter 14a to d accelerometer 15 existing shaft 16 first receiving material (receiving material 1)
17 Second receiving material (receiving material 2)
18 Existing pillars (existing pillars)
19 Anchor bolt

105 outer wall 106 foundation concrete 109 pillar 110 beam 112 ladder screw (fixing tool)
115 Metal bracing member 117 Metal reinforcing member 120, 122 bolt (tension adjusting member)
121 Nut member (Tension adjusting member)

Claims (3)

A building reinforcement structure with beams,
Bending transmission beams attached to the concrete fabric foundation via spacers at both ends,
At both end portions of the bending transmission beam, one end is installed on the bending transmission beam, and the other is an end new column installed on the existing beam.
In a portion other than both end portions of the bending transmission beam, one is attached to the bending transmission beam, and the other is joined to the existing beam by means for transmitting only a shearing force,
A load-bearing wall having at least one side in the vertical direction installed on the new pillar;
Reinforcement structure of the building characterized by comprising. A building reinforcement structure with beams,
A bending transmission beam attached to an existing shaft;
At both end portions of the bending transmission beam, one end is installed on the bending transmission beam, and the other is an end new column installed on the concrete cloth foundation,
In a portion other than both end portions of the bending transmission beam, one is attached to the bending transmission beam, and the other is joined to the concrete cloth foundation by means for transmitting only shearing force,
A load-bearing wall having at least one side in the vertical direction installed on the new pillar;
Reinforcement structure of the building characterized by comprising. The building reinforcing structure according to claim 1 or 2,
A reinforcing structure for a building, wherein the concrete cloth foundation is an unreinforced concrete cloth foundation.