JP4121001B2 - Structural design support device for wooden houses - Google Patents

Description

[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a housing structure planning support method capable of determining the strength of a structural material using a computer when designing a house.
[0002]
[Prior art]
In the conventional shaft construction method, on-site workers such as carpenters processed pillars and horizontal members to the specified dimensions at the work site. Recently, so-called pre-cut systems have been introduced for the processing of these timbers. In the pre-cut factory, the timber is processed in advance, the processed timber is transported to the building site, and the timbers are assembled together. In such a pre-cut system, the material dimensions and spans of the columns and beams are determined according to the frame rules based on experience, and optimal design by structural analysis is not performed, and materials with strengths higher than necessary are always used.
[0003]
[Problems to be solved by the invention]
The present inventor has an idea that in a precut system, structural analysis is performed using a computer to select columns and horizontal members having optimum strength. Here, as a method for supporting the design of a house by analyzing the structure using a computer, for example, Japanese Patent Laid-Open Nos. 9-316994 and 9-302664 have been proposed. However, this technique relates to a prefabricated house that obtains the required strength with a bearing wall, and cannot be applied to a conventional shaft construction method using wood.
[0004]
An object of the present invention is to provide a structural design method for a building that can obtain structural data of the constituent timber from the shape data of the building and can correct the shape data.
[0005]
[Means for Solving the Problems]
In order to solve the above-described problems, a structural design support apparatus for a wooden house according to claim 1 is configured as follows in order to input the sketch data to a computer and determine the beam formation of the horizontal member constituting the wooden house. Is installed in the computer.
[1] The calculation program includes a design load calculation program for calculating a design load based on the input design information, information on the construction area, and floor plan data.
[2] The calculation program includes a coordinate data conversion program for converting a bearing wall, a normal wall, a column member, and a horizontal member into coordinate data in order to identify them in the same coordinate system, based on the input sketch data. Be included.
[3] The calculation program receives the result of the calculation processing by the design load calculation program and the coordinate data conversion program, and for each large beam, the relationship between the arrangement of the large beam and the through column, tube column, beam, joist, etc. The load span is determined based on whether or not there is a beam or a column on the girder, whether or not there is a beam or column on the girder, whether or not there is a beam on the girder, Sequentially determine whether there is an inner wall on the girder and whether there is an outer wall on the girder, and based on the determination result, the calculation condition of the structural data for the girder is `` concentrated load only '', A load condition calculation program for determining whether to use “equally distributed load and concentrated load” or “only evenly distributed load” and to calculate the load of the determined load format is included.
[4] In the calculation program, a beam formation request for calculating a beam formation request value required for each of bending, shearing and deflection for each large beam in response to the result of the calculation processing by the load condition calculation program. A value calculation program is included.
[5] The calculation program receives the result of the calculation processing by the beam formation requirement value calculation program, and determines whether the beam formation in the design information satisfies the beam formation requirement value for the target beam. A beaming comparison judgment program is included.
[6] The calculation program receives the result of the calculation processing by the beam formation comparison / determination program. If the beam formation in the design information does not satisfy the beam formation request value for the target beam, the beam formation request The value calculation program is recalculated under the calculation conditions using high-ranked wood with a high Young's modulus, and then the comparison determination by the beam comparison comparison determination program is executed again, and the beam calculation by recalculation is performed. If the design information satisfies the beam formation for the required value, a high-rank material change program is included to change the material of the beam to a high-rank wood with a high Young's modulus.
[7] In the calculation program, if the result of calculation processing by the material change program results in not satisfying the beam formation requirement value even if the modulus is changed to a high Young's modulus, the beam formation of the beam is ranked up. The beam forming correction program for correcting the beam forming so as to satisfy the beam forming requirement value is included.
[0006]
The structural design support device for a wooden house according to claim 2 further includes the following configuration.
[8] The calculation program receives the beam formation of each large beam determined through the calculation processing by the beam formation comparison / determination program, material change program, and beam formation correction program, and the height of the horizontal member in the same section A beam alignment program is included to determine whether or not there is variation, and if there is variation, align the beam with a high beam.
[0007]
The structural design support device for a wooden house according to claim 3 further includes the following configuration.
[9] The calculation program satisfies the beam forming requirement value when the beam having a high beam formed by the beam forming program is changed to a low rank wood having a low Young's modulus as the beam. If you are satisfied, if you are satisfied, a low-rank material change program that changes the material of the girder to low-rank wood with a low Young's modulus is included.
[0008]
According to a fourth aspect of the present invention, there is provided a structural design support device for a wooden house, further comprising the following configuration.
[10] The calculation program receives the result of the calculation processing by the load condition calculation program, calculates the amount of indentation of the girder, determines whether the amount of indentation is greater than the reference, and the amount of indentation of the girder is greater than the reference. In some cases, a design change proposal program for displaying a design change proposal so as to arrange a pipe column below the main beam is included before the calculation process by the beam formation required value calculation program is executed.
[0010]
[0011]
[0012]
[0013]
[0014]
According to the present invention, it is possible to use wood having various Young's moduli.
[0015]
DETAILED DESCRIPTION OF THE INVENTION
Embodiments of the present invention will be described with reference to the drawings. In this embodiment, a house is designed while inputting house specifications and shape data on a screen of a personal computer (hereinafter referred to as a personal computer), and at the same time, strength of beams, columns, and foundations is checked. First, a procedure for inputting house specification data and shape data into a personal computer and a design process will be described with reference to flowcharts of FIGS. Here, FIG. 1 is a plan view of the first floor of the house to be designed, FIG. 2 is a plan view of the second floor, FIG. 3 is a plan view of the first floor, and FIG. 4 is a plan view of the second floor.
[0016]
FIG. 5 shows a main routine for performing the structural design method for a building according to the first embodiment. First, after initial conditions are input in S100, position data such as columns and beams are processed to complete the initial condition setting. Subsequently, in S200, the horizontal load such as seismic force and wind pressure is examined, the long-term axial force is calculated from the load area and design load of each column (S300), and the short-term axial force of each column due to snow / horizontal force (S400). ) Is calculated.
[0017]
Next, in S500, a section is selected. In the present embodiment, the section means a room division surrounded by a horizontal member. In the next step S800, correction is performed to increase the beam formation as necessary for the large beams in the section selected in step S500.
[0018]
Then, in S900, when the beam formation is increased due to the above-described process and the height of the horizontal member varies, the process of aligning the height in the section is performed. Thereafter, it is determined whether there is an unselected section (S1000). If there is an unselected section (S1000: Yes), the process returns to S500, selects an unchecked section, and performs the same processing. Proceed. When the height of the horizontal member is corrected for all the sections (S1000: No), the main routine is terminated.
[0019]
Here, the initial condition setting in S100 described above will be described in more detail with reference to FIG. 6 showing a subroutine of the processing. In S110, the house design / property information is input. Here, information such as the type of roof necessary for calculating the load and the heavy objects to be stored is input. Subsequently, in S120, the data of the maps shown in FIGS. 1 and 2 are input. As the data of this map, data generated by a precut system in order to precut the timber for the house can be used.
[0020]
Subsequently, in S130, an assumed load such as a fixed load and a loaded load for each layer (floor) is set. Fixed load is the weight of the building such as pillars and beams that make up the building. Therefore, these loads are totaled depending on the constituent materials. The loaded load is the weight of an object or a person stored in the building. Here, in a two-story house, a fixed load and a loaded load on the first layer (floor) are assumed, and a fixed load and a loaded load are similarly assumed on the second layer (floor).
[0021]
When the setting of the assumed load in each layer (floor) in S130 is completed, the design load for each layer (floor) is calculated in S140. A load obtained by adding up the fixed load and the loaded load in each layer (floor) is a design load, and a structure calculation is performed based on this information data to calculate material arrangement coordinate data.
[0022]
Next, in S150, the position data is converted. First, the coordinate position data and wall magnification αi of each layer (floor) and each bearing wall are converted into (Xi, Yi, Xj, Yj, αi). That is, as shown in FIG. 12, the coordinates (Xi, Yi, Xj, Yj) of both ends of the bearing wall W are obtained, and the bearing wall W can be specified by the coordinates. Similarly, normal wall (outer wall / inner wall) position data is converted to (Xi, Yi, Xj, Yj), column position data and width angle d, and grade number n are changed to (Xi, Yi, d, n). Conversion, and finally, the beam position data, width d, formation h, and grade number n are converted into (Xi, Yi, Xj, Yj, d, h, n). When the conversion of all the position data is completed, the initial condition setting (S100) subroutine ends.
[0023]
Next, the examination for the horizontal load in S200 in FIG. 5 showing the main routine will be described with reference to the flowchart of FIG. 7 showing the subroutine of the processing. In S210, the effective wall amount and wall strength for each layer (floor), between beams, and in the direction of the beam are calculated. Here, the load-bearing wall is a wall body that opposes the vertical force due to the horizontal force, the building's own weight, and the like, and the length of each load-bearing wall is multiplied by the wall magnification, and the total is the effective wall amount. The wall strength is obtained by multiplying the effective wall amount by 200 kgf / m. Next, the required wall quantity for the seismic force / wind pressure is calculated (S220). Here, adjustment is made so that the ratio of the effective wall amount to the required wall amount is 1.0 or more, and the examination of the wall amount is completed.
[0024]
In S230, the seismic force and wind pressure are calculated, and subsequently in S240, the ratio of the proof stress to the horizontal force in the seismic force / wind pressure is adjusted to 1.0 or less, and the study of the proof strength is completed. Next, the interlayer deformation angle and the rigidity are examined in S250. In order for the outer wall material to follow the structure and not fall off, an interlayer deformation angle of 1/200 or less and a rigidity of 0.6 or more are required. In particular, in a two-story wooden building, the interlayer deformation angle is 1/120 or less. In this step, the interlayer deformation angle is adjusted to be 1/200 (1/120) or less and the rigidity is 0.6 or more, and if confirmed, the process proceeds to the next step.
[0025]
In S260, the eccentricity is examined. The deviation between the center of gravity of each floor plane and the center of rigidity of the bearing wall is the eccentricity, and if the eccentricity is 0.15 or less, the building has a good balance of the bearing walls. In this step, if adjustment is made so that the eccentricity is 0.15 or less, this step is terminated, and the flow proceeds to S270.
[0026]
In S270, the retained horizontal strength is examined. Here, the horizontal strength in the final state is the retained horizontal strength. Adjustment is made so that the ratio of the retained horizontal strength of each layer (floor) to the required retained horizontal strength of each layer (floor) is 1.0 or less, and if it is confirmed, the process proceeds to the next step.
[0027]
Finally, the joint strength is examined in S280. Here, two conditions are examined: prevention of pull-out of foundation-column and beam-column, and prevention of blow-up of girder-coil. That is, for the prevention of the pull-out of the base-column and the beam-column, adjustment is made so that the ratio of the short-term allowable yield strength of the metal to the joint pull-out force due to the horizontal force is less than 1.0. Moreover, about prevention of blowing up of a girder-drum, it adjusts so that the ratio of the resistance force with respect to blowing up with respect to the wind pressure concerning a rafter may become less than 1.0. When the process in S280 is completed, the subroutine for the study on the horizontal load (S200) is terminated.
[0028]
Next, S800 (automatic beam designation and correction) shown in FIG. 5 showing the main routine will be described with reference to the flowchart of FIG. Here, the processing of the section A surrounded by the large beams (horizontal members) O1, O2, O3, and O4 in FIG. First, an unselected large beam in the section A is selected in step S810. Here, if the large beam O1 is selected, then the span L is confirmed in S820. For example, when there are lower pipe columns H2 and H3 between the through columns H1 and H4 to which the large beam O1 is passed in FIG. 4, the spans are the span L1 between the through column H1 and the tube column H2, and the tube column H2−. The span L2 between the pipe pillars H3 and the span L3 between the pipe pillar H3 and the through pillar H4 are confirmed. Furthermore, since the pipe column H5 is hung on the large beam O1 in FIG. 4, the load span is the distance between the tube column H3 and the tube column H5 and the distance between the tube column H5 and the tube column H2. become. Here, the pipe column existed, but the load span is confirmed in the same manner when there are beams, joists, etc. on the horizontal member. When this confirmation is completed, the process moves to the next S830.
[0029]
In S830, the load type applied to the girder is selected. As will be described later, the load type is determined by the type and span of the horizontal member on the girder. When the selection of the load format is completed, the beam formation is calculated from the load format and the beam verification formula (S840). There are four types of beam formations: a beam formation hb by bending, a beam formation hs by shearing, a beam formation h500 by deflection L / 500, and a beam formation h5 by deflection 5 mm.
[0030]
In S880, it is determined whether or not there is an unselected large beam in the section. If there is an unselected large beam (S880: Yes), the process returns to S810 and the same processing is repeated. If all the beams are selected (S880: No), the automatic beam designation and correction processing in S800 is terminated.
[0031]
The selection of the load type applied to the large beam in S830 described above will be described with reference to the flowchart of FIG. 9 showing the subroutine of the processing. First, in S831, it is determined whether a beam or a column exists on the designated large beam. When a beam or a column exists (S831: Yes), the process proceeds to S838, and it is determined that the designated large beam receives only a concentrated load.
[0032]
On the other hand, if there is no beam or column (S831: No), the process proceeds to S832, and it is determined whether the designated large beam is covered with joists and a beam or column is present. If the joist is spanned and a beam or a column is present (S832: Yes), the process proceeds to S839, where it is determined that the designated large beam has received an equally distributed load and a concentrated load.
[0033]
Here, when the joist is not applied to the large beam and the beam or the column does not exist (S832: No), the process proceeds to S833, and it is determined whether or not there is a joist on the designated large beam. If there is a joist (S833: Yes), the process proceeds to S837, where it is determined that the designated girder receives only the evenly distributed load.
[0034]
If there is no joist on the designated beam (S833: No), the process proceeds to S834 to determine whether there is an inner wall on the beam. If there is an inner wall (S834: Yes), the process proceeds to S837 in the same manner as S833, and it is determined that the designated girder receives only the evenly distributed load.
[0035]
If there is no inner wall (S834: No), it will progress to S835 and it will be determined whether there exists an outer wall on a girder. If there is an outer wall (S835: Yes), the process similarly proceeds to S837, and it is determined that the designated girder receives only the evenly distributed load. If there is no outer wall on the girder (S835: No), the process proceeds to S836, where it is determined that the girder is on the floor, and the process proceeds to S837, where it is determined that the girder receives only the evenly distributed load. The load type determination (S830) is completed by the above processing.
[0036]
Here, the load (kg / m) applied to the span L of the large beam is calculated in the load type determination processing in S838, S839, and S837 described above. Here, when it is determined that only the evenly distributed load is present (S837), the equally distributed load ω is calculated by the following equation.
[Expression 1]
ω (kg / m) = W (kg / m2) x p (m) + (wall unit load) x (height)
Here, W represents a design load, and p represents a beam burden width. Although the calculation formula is shown only for the evenly distributed load ω, the load is calculated based on a predetermined calculation formula in the case of only the concentrated load in S838 described above and also in the case of the uniformly distributed load and concentrated load in S839.
[0037]
The beam forming calculation process in S840 described above with reference to FIG. 8 will be described with reference to FIG. 10 showing a subroutine of the process. Here, it is verified whether the beam of the specified large beam can withstand the load. The verification formula of the beam is determined by the load type, but the verification when it is determined that the girder receives only the evenly distributed load will be described. In the present embodiment, three types of wood are used: wood having a standard Young's modulus (100 kg / cm 2), wood having a low Young's modulus (80 kg / cm 2), and wood having a high Young's modulus (120 kg / cm 2).
[0038]
First, the beam formation hb (mm) of the large beam that can withstand the bending stress is obtained from the following equation, and it is determined whether the beam formation hb (mm) is lower than the beam generation of the designated large beam (S842). In the following equation, L (m) is the span, b (mm) is the width of the large beam, and fb (kg / cm @ 2) is the allowable bending stress.
[Expression 2]
hb = (3ωL2 / 4bfb) 1/2
[0039]
Here, when the designated beam is lower than the beam hb (mm) (S842: No), red is displayed near the beam in S844. For example, when the beam formation of the large beam O1 cannot withstand the bending stress, as shown in FIG. 13, the red indicated by R in the drawing is displayed on the monitor 10 of the personal computer in the vicinity of the large beam O1.
[0040]
Next, the beam formation hs (mm) of the large beam that can withstand the shear stress is obtained from the following equation, and it is determined whether the beam formation hs (mm) is lower than the beam generation of the designated large beam (S846). In the following formula, fs (kg / cm @ 2) represents the allowable shear stress.
[Equation 3]
hs = 1.5ωL / 2bfs
[0041]
Here, when the beam length of the designated large beam is lower than the beam height hs (mm) of the large beam that can withstand the degree of shear stress (S846: No), purple is displayed in the vicinity of the large beam in S848. For example, when the beam formation of the large beam O1 cannot withstand the degree of shear stress, purple as indicated by P in the drawing is displayed on the monitor 10 of the personal computer in the vicinity of the large beam O1 as shown in FIG.
[0042]
Subsequently, the beam formation h500 (mm) that does not bend more than L / 500 deflection amount (deflection amount per unit length) is obtained from the following formula, and the beam formation h500 (mm) is lower than the beam formation of the designated large beam. Is determined (S850). In the following equation, E (kg / cm 2) represents a Young's modulus, and in this embodiment, calculation is performed with a standard Young's modulus (100 kg / cm 2).
[Expression 4]
h500 = (25 × 10 6 ΩL 3/32 Eb) 1/3
[0043]
Here, when the beam length of the designated large beam is lower than the beam length h500 (mm) that does not bend more than the deflection amount of L / 500 (S850: No), pink color is displayed near the big beam in S852.
[0044]
Next, a beam formation h5 (mm) having a deflection amount of 5 mm or less (absolute deflection amount) is obtained from the following equation, and it is determined whether the beam formation h5 (mm) is lower than the beam formation of the designated large beam (S854). .
[Equation 5]
h5 = (ωL4 / 32Eb) 1/3
[0045]
Here, when the beam formation of the designated large beam is lower than the beam formation h5 (mm) having a deflection amount of 5 mm or less (S854: No), yellow is displayed near the large beam in S856.
[0046]
In addition, the said value is a value given from cross-sectional performance data and an intensity | strength division table. If the load consists of equally distributed loads and concentrated loads, or only concentrated loads, the same processing is performed for each span of the large beam, and the largest beam within each span is determined. The process will proceed as a necessary beam.
[0047]
Subsequently, in S858, whether any of the four types of beams described above exceeds the height (beam formation) H (mm) of the cross section of the large beam specified in advance, that is, whether there is a problem and color display is performed. judge. Among the four types of beams, if there is a beam having a height H greater than the cross section of the beam (S858: No), wood having a Young's modulus of 120 kg / cm2 higher than the standard Young's modulus (100 kg / cm2) is used. Thus, it is determined whether the required strength can be satisfied (S860). That is, when wood having a Young's modulus of 120 kg / cm 2 can satisfy the deflection amount of L / 500 and the deflection amount of 5 mm or less (S860: Yes), the Young's modulus of the large beam is 120 kg / cm 2. It sets (S864). On the other hand, if it cannot be satisfied (S860: No), the beam formation is ranked up (S862). For example, when 150 mm is designated as the beam formation of the large beam, a beam formation of 180 mm higher by one rank is designated. That is, since the beam formation is set in steps of 30 mm, a beam formation 30 mm higher is adopted. Thereafter, the process returns to S842, and the determination is performed again from the beam formation that is one rank higher. Note that the width b of the large beam uses a unified value with the column in the conventional frame assembling method, and therefore, when the strength is insufficient, only the beam formation is adjusted.
[0048]
Subsequently, it is determined whether the amount of penetration of the horizontal member is equal to or greater than the reference (S866). Here, when the amount of penetration of the horizontal member is equal to or larger than the reference (S866: Yes), the large beam is displayed in blue in S868. For example, when the amount of penetration of the horizontal member K1 is not less than the reference, the horizontal member K1 is displayed in blue on the monitor 10 of the personal computer as shown in FIG. Here, when the penetration of the horizontal member is large, it cannot be dealt with by increasing the beam formation of the horizontal member, and it is necessary to arrange a column below the horizontal member O5. For this reason, in this embodiment, the display which arranged the pipe pillar H7 on the lower side of the horizontal member O1 of the floor plan on the 1st floor side of the house shown on the left side in FIG. 13 is performed (S870). When the operator confirms the correction (S872: Yes), the design is changed so as to arrange the tube pillar H7 (S874). Then, the process returns to the initial value setting process described above with reference to FIG.
[0049]
The stress level is a load per unit area. In addition, the amount of sinking means both the amount of the column sinking into the horizontal member or the amount of the horizontal member sinking into the column. Furthermore, a displacement amount says the amount of bending of a horizontal member, for example. Whether the amount of penetration (d (mm)) is the standard (2 mm) or more is determined based on the following judgment formula. Q ≤ 0.8 · sfe · S and 2 · k seat dovetail joint area S (cm2) penetration rigidity k (Kg / mm) material edge penetration reduction factor 0.8 short-term penetration allowable stress sfe (Kg / cm2) Shear load applied to joint joint Q (Kg) Note that FIG. 16A shows the side surface of the beam O6 that is passed to the beam O5 and is the object of judgment of the amount of stagnation, and FIG. 16B shows the bottom surface. Show. The seating ant joint burden area S is indicated by hatching HS in FIG.
[0050]
In the structural design method for a building according to the first embodiment, the degree of stress, the amount of displacement, and the amount of indentation are calculated from the load applied to the horizontal member by structural calculation. When it is larger, the height is increased, and when the penetration of the horizontal member is larger than a predetermined value, the shape data (design) of the building is corrected. For this reason, the height correction of a horizontal member and the correction of shape data can be performed appropriately.
[0051]
Further, since the color-coded display is performed when the degree of stress, the amount of displacement, and the amount of penetration are larger than a predetermined value, it can be displayed so that it can be immediately understood whether or not there is a problem with the horizontal member. In addition, since it is possible to display which is the problem, the stress level and displacement amount are problems, and it is necessary to increase the beam formation of the horizontal member, or the amount of indentation is a problem. Can understand if data changes are needed.
[0052]
Next, S900 (height adjustment) of the main routine shown in FIG. 5 will be described with reference to FIG. 11 showing a subroutine of the processing. In the height alignment process of S900, after correcting the beam formation of the large beam in S800 described above, the height of the horizontal member in the section is aligned in this step. First, in S910, it is determined whether or not there is a variation in the height of the horizontal member in the section. Here, for example, the height of the large beams O1 and O2 constituting the section A shown in FIG. 4 is 150 mm, but the height of the large beams O3 and O4 is 180 mm and higher than the large beams O1 and O2 (S910: Yes). The process proceeds to the next S920.
[0053]
In S920, a large beam having a low beam is selected. Here, the description will be continued assuming that the large beam O1 is selected. Next, in step S930, the beam formation of the selected large beam O1 is aligned with the beam formation (180 mm) of the high large beams O3 and O4. And it is judged whether the wood of Young's modulus lower than the set Young's modulus can be used (S940). That is, as a result of increasing the beam formation, if the amount of deflection of L / 500 and the amount of deflection of 5 mm or less can be satisfied even with wood having a low Young's modulus rank (S940: Yes), the Young As a rate, a low-rank Young's modulus is set (S950). On the other hand, when it cannot be satisfied (S940: No), the set Young's modulus is used. Then, in S960, it is determined whether or not all the low beams are selected. When the selection is not completed (S960: No), the process returns to S920. On the other hand, when the selection is completed (S960: Yes). Then, the height alignment process ends. This makes it possible to obtain structural data that can be actually built as well as satisfying the required strength. In addition, it is possible to efficiently use wood having a low Young's modulus. When the heights of the horizontal members in the section are all equal in S910 (S910: No), the process in S900 is finished and the process proceeds to the next step 1000.
[0054]
The design is completed by proceeding to the sections B, C, and D in FIG. 4 showing the floor plan of the second floor, and by performing the above processing for each section on the lower first floor. In the modification of the beam formation, after the upper layer is completed in consideration of the effect after the modification, the load is calculated based on the modified beam formation, and the process for the lower layer is advanced. Here, the beam formation of the large beams is aligned, but the above processing can also be used when aligning the beam formation of the horizontal member.
[0055]
Then, the structural design method of the building which concerns on 2nd Embodiment of this invention is demonstrated. In the first embodiment described above, when there is a problem with stress or displacement, the beam formation of the large beam is automatically increased. On the other hand, in 2nd Embodiment, it is comprised so that the beam formation of a large beam which has required intensity | strength, or a Young's modulus can be designated. Since the processing of the second embodiment is the same as that of the first embodiment except for the beam formation calculation processing, the beam formation calculation processing will be described with reference to FIG.
[0056]
In the second embodiment, at S842 to S856 in FIG. 14 showing the beam formation calculation process, the beam formation hb (mm) of the large beam that can withstand the bending stress level and the large beam that can withstand the shearing stress level as in the first embodiment. There is a problem with beam formation hs (mm), beam formation h500 (mm) with a deflection amount of L / 500 (deflection amount per unit length), beam formation h5 (mm) with a deflection amount of 5 mm or less (absolute deflection amount). When displaying colors.
[0057]
Here, in 2nd Embodiment, the beam formation of a horizontal member is corrected by the interruption process shown in FIG. First, it is determined whether any of the horizontal members displayed in the above-described color coding is selected (S1100). Here, when the operator gives an instruction to select one of the horizontal members (S1100: Yes), the beam hb (mm) of the large beam that can withstand the bending stress level in question and the shear stress for the horizontal member. The Young's modulus and beam formation that can satisfy the beam formation hs (mm) of the large beam that can withstand the degree, the beam formation h500 (mm) of the deflection amount of L / 500, and the beam formation h5 (mm) of the deflection amount of 5 mm or less (S1102 ), Young's modulus and beam formation are displayed in a list (S1104). For example, if the Young's modulus is 100 kg / cm 2 and the beam formation is 150 mm, the beam formation h 5 (mm) cannot be satisfied. [Young's modulus is 120 kg / cm 2, beam formation is 150 mm] I do.
[0058]
If either one is selected by the operator (S1106: Yes), the data is corrected to the selected Young's modulus and beam formation (S1108), and the color-coded display of the horizontal member in the monitor is erased (S1110). In the second embodiment, it is possible to instruct whether to raise or lower the height of the girder according to the Young's modulus of the wood to be used.
[0059]
In the first and second embodiments described above, the stress level, the displacement amount, and the indentation amount of the horizontal member are calculated. Changed the design. It goes without saying that this method can also be applied to pillars and the like.
[Brief description of the drawings]
FIG. 1 is a plan view of a first floor of a house to be designed.
FIG. 2 is a plan view of the second floor of a house to be designed.
FIG. 3 is a plan view of the first floor of a house to be designed.
FIG. 4 is a plan view of the second floor of a house to be designed.
FIG. 5 is a flowchart showing a main routine of the building structural design method according to the first embodiment;
6 is a flowchart showing a subroutine of initial condition setting processing in FIG.
7 is a flowchart showing a subroutine of examination processing for a horizontal load in FIG. 5. FIG.
FIG. 8 is a flowchart showing a subroutine for automatic designation and correction processing of a large beam in FIG. 5;
FIG. 9 is a flowchart showing a subroutine of load format determination processing in FIG.
FIG. 10 is a flowchart showing a beam formation calculation subroutine in FIG. 8;
FIG. 11 is a flowchart showing a subroutine of height alignment processing in FIG. 5;
FIG. 12 is an explanatory diagram showing a change in position data of the bearing wall.
FIG. 13 is an explanatory diagram of a monitor display.
FIG. 14 is a flowchart showing a subroutine of beam formation calculation processing according to the second embodiment.
FIG. 15 is a flowchart showing a beam forming correction interrupt process according to the second embodiment;
FIG. 16A shows a side surface of a beam that is a target for determining the amount of indentation, and FIG. 16B shows a bottom surface.
[Explanation of symbols]
10 Monitor O1, O2, O3, O4 Large beam H1, H4 Through pillar H2, H3, H5 Pipe pillar W Bearing wall A, B, C, D Section

Claims (4)

A calculation program having the following configuration is installed in the computer in order to enter the map data into the computer and determine the beam formation of the horizontal members constituting the wooden house. Structural design support device.
[1] The calculation program includes a design load calculation program for calculating a design load based on the input design information, information on the construction area, and floor plan data.
[2] The calculation program includes a coordinate data conversion program for converting a bearing wall, a normal wall, a column member, and a horizontal member into coordinate data in order to identify them in the same coordinate system, based on the input sketch data. Be included.
[3] The calculation program receives the result of the calculation processing by the design load calculation program and the coordinate data conversion program, and for each large beam, the relationship between the arrangement of the large beam and the through column, tube column, beam, joist, etc. Determining the load span from the Sequentially determine whether there is an inner wall on the girder and whether there is an outer wall on the girder, and based on the determination result, the calculation condition of the structural data for the girder is `` concentrated load only '', A load condition calculation program for determining whether to use “equally distributed load and concentrated load” or “only evenly distributed load” and to calculate the load of the determined load format is included.
[4] In the calculation program, a beam formation request for calculating a beam formation request value required for each of bending, shearing and deflection for each large beam in response to the result of the calculation processing by the load condition calculation program. A value calculation program is included.
[5] The calculation program receives the result of the calculation processing by the beam formation requirement value calculation program, and determines whether the beam formation in the design information satisfies the beam formation requirement value for the target beam. A beaming comparison judgment program is included.
[6] The calculation program receives the result of the calculation processing by the beam formation comparison / determination program. If the beam formation in the design information does not satisfy the beam formation request value for the target beam, the beam formation request The value calculation program is recalculated under the calculation conditions using high-ranked wood with a high Young's modulus, and then the comparison determination by the beam comparison comparison determination program is executed again, and the beam calculation by recalculation is performed. If the design information satisfies the beam formation for the required value, a high-rank material change program is included to change the material of the beam to a high-rank wood with a high Young's modulus.
[7] In the calculation program, if the result of calculation processing by the material change program results in not satisfying the beam formation requirement value even if the modulus is changed to a high Young's modulus, the beam formation of the beam is ranked up. The beam forming correction program for correcting the beam forming so as to satisfy the beam forming requirement value is included. The structural design support apparatus for a wooden house according to claim 1, further comprising the following configuration.
[8] The calculation program receives the beam formation of each large beam determined through the calculation processing by the beam formation comparison / determination program, material change program, and beam formation correction program, and the height of the horizontal member in the same section A beam alignment program is included to determine whether or not there is variation, and if there is variation, align the beam with a high beam. The structural design support device for a wooden house according to claim 2 , further comprising the following configuration.
[9] The calculation program satisfies the beam forming requirement value when the beam having a high beam formed by the beam forming program is changed to a low rank wood having a low Young's modulus as the beam. If you are satisfied, if you are satisfied, a low-rank material change program that changes the material of the girder to low-rank wood with a low Young's modulus is included. The wooden house structural design support device according to claim 1, further comprising the following configuration.
[10] The calculation program receives the result of the calculation processing by the load condition calculation program, calculates the amount of indentation of the girder, determines whether the amount of indentation is greater than the reference, and the amount of indentation of the girder is greater than the reference In some cases, a design change proposal program for displaying a design change proposal so as to arrange a pipe column below the main beam is included before the calculation process by the beam formation required value calculation program is executed.

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