JP2001207522A - Structure design method for building - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a structure design method for a building capable of displaying so as to immediately understand whether a constituent member causes a problem or not and that any of the constituent member causes a problem. SOLUTION: Shape data of the building is inputted, and stress intensity is calculated from a load applied on a horizontal member by structural calculation and if intensity of bending stress is larger than a predetermined value (S842: No), the horizontal member is displayed in red (S844) Moreover, if intensity of shearing stress is larger than a predetermined value (S846: No), the horizontal member is displayed in violet (S848). Consequently, it is possible to display so as to immediately understand whether the constituent member causes a problem or not and that any of the constituent members causes a problem.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for supporting a structural plan of a house, which is capable of judging the strength of a structural material using a computer when designing the house.

[0002]

2. Description of the Related Art At present, a method of supporting a design of a house by performing a structural analysis using a computer has been put into practical use. By performing a structural analysis, it has been proposed to select columns and transverse members having optimal strength. It is possible. Japanese Patent Application Laid-Open No. Hei 9-316994 has been proposed as this kind of technology. In this gazette, there is a technique of calculating bending and bending of a lateral member or the like by performing a structural analysis, and when the calculated value exceeds a predetermined value, displaying ○, × in an item column of bending and bending. It is shown.

[0003]

However, in the above-mentioned publication, since only "O" and "X" are displayed in the item columns, it is difficult to understand whether there is a problem and which item is the problem. Furthermore, since the above-mentioned technology is intended for designing a prefabricated house, it cannot be applied to a conventional framing method.

[0004] The present invention is to determine whether there is a problem with the constituent materials,
It is another object of the present invention to provide a structural design method for a building that can display the information so that the user can immediately understand which one is the problem.

[0005]

According to a first aspect of the present invention, there is provided a method for designing a structure of a building, comprising inputting shape data of the building and calculating a stress degree and a displacement amount by a structural calculation from a load applied to a component material of the building. When the stress degree and the displacement amount are larger than predetermined values, the color-coded display is performed.

According to the first aspect, since the color-coded display is performed when the stress degree and the displacement amount are larger than predetermined values, it is possible to immediately understand whether or not there is a problem with the constituent material and which one is the problem. Can be displayed as follows.

According to a second aspect of the present invention, there is provided a method for designing a structure of a building, comprising inputting shape data of the building, calculating a stress degree, a displacement amount, and an embedding amount by a structural calculation from a load applied to a component material of the building. When the degree, the displacement amount, and the indentation amount are larger than predetermined values, a technical feature is to perform color-coded display.

According to the second aspect, when the stress degree, the displacement amount, and the indentation amount are larger than the predetermined values, the color-coded display is performed, so that it is possible to immediately display whether or not there is a problem with the constituent material. Further, since it is possible to display which one is the problem, it is possible to understand whether the strength of the constituent material should be increased or the design data needs to be changed.

In a third aspect of the present invention, there is provided a structural design method for a building, wherein the stress level is a shear stress level or a bending stress level.

According to the third aspect, since the stress level is a shear stress level or a bending stress level, the strength of the component can be properly determined.

According to a fourth aspect of the present invention, there is provided a structural design method for a building, wherein the displacement amount is calculated in consideration of a Young's modulus.

According to the fourth aspect, since the displacement amount is calculated in consideration of the Young's modulus, it is possible to effectively utilize lumber having different Young's moduli.

[0013]

DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the present invention will be described with reference to the drawings. In the present 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, the strength of beams, columns, and foundations is checked. First, a procedure and design processing for inputting house specification data and shape data to a personal computer will be described with reference to the flowcharts in FIGS. Here, the plan view of the first floor of the house to be designed is shown in FIG. 1, and the plan view of the second floor is shown in FIG.
FIG. 3 shows a floor plan of the first floor, and FIG. 4 shows a floor plan of the second floor.

FIG. 5 shows a main routine for performing the structural design method for a building according to the first embodiment. First, after inputting initial conditions in S100, position data of columns, beams, and the like are processed to complete initial condition settings. Then, S
In 200, horizontal loads such as seismic force and wind pressure are examined, and long-term axial force is calculated from the load area of each column and the design load (S
300) and short-term axial force of each pillar due to snow / horizontal force (S4
00) is calculated.

Next, a section is selected in S500. In the present embodiment, a section means a room divided by a horizontal member. In the next step S800, a modification to increase the beam structure is performed on the girder in the section selected in S500 as necessary in terms of strength.

Then, in S900, when the height of the beam is increased due to the demand for strength due to the above-mentioned processing and the height of the horizontal member varies, the height is adjusted in the compartment. afterwards,
It is determined whether there is an unselected section (S1000). If there is an unselected section (S1000: Yes), S5 is performed.
Returning to 00, a section that is not checked is selected, and the same processing proceeds. When the height of the horizontal member has been corrected for all the sections (S1000: No), the main routine ends.

Here, the initial condition setting in S100 will be described in more detail with reference to FIG. 6 showing a subroutine of the process. At S110, house design / property information is input. Here, information such as a roof type and a stored heavy object necessary for calculating the load is input. Subsequently, in S120, the data of the plan shown in FIGS. 1 and 2 is input. As the data of the plan, data generated by the pre-cut system for pre-cutting the timber for the house can be used.

Subsequently, in S130, assumed loads such as fixed loads and loading loads are set for each layer (floor). The fixed load is the weight of the building such as the pillars and beams that make up the building. Therefore, depending on the constituent materials, these loads are summed. The loading load is the weight of an object stored in a building or a person. Here, in a two-story house, a fixed load and a loading load are assumed on one floor (floor), and a fixed load and a loading load are similarly assumed on the second floor (floor).

When the setting of the assumed load on each layer (floor) in S130 is completed, the design load for each layer (floor) is calculated in S140. Fixed load on each layer (floor),
The load obtained by adding the loaded loads becomes a design load, and a structural calculation is performed based on this information data to calculate material arrangement coordinate data.

Next, the position data is converted in S150. First, the coordinate position data of each layer (floor) and each load-bearing wall and the wall magnification αi are converted into (Xi, Yi, Xj, Yj, αi). That is, as shown in FIG. 12, the coordinates (Xi, Y
i, Xj, Yj) so that the bearing wall W can be specified by coordinates. Similarly, the normal wall (outer wall / inner wall) position data is converted to (Xi, Yi, Xj, Yj), and the column position data, width angle d, and material number n are converted to (Xi, Yi, d, n). Conversion, and finally the beam position data and width d, composition h, and grade number n (Xi, Y
i, Xj, Yj, d, h, n). When the conversion of all position data is completed, the subroutine of initial condition setting (S100) ends.

Next, S20 in FIG. 5 showing the main routine.
The study on the horizontal load at 0 will be described with reference to the flowchart of FIG. In S210, the effective wall amount and the wall strength are calculated for each layer (floor), between beams, and in girder direction. Here, the bearing wall is a wall body that resists vertical force due to horizontal force, building's own weight, or the like. The length of each bearing wall is multiplied by the wall magnification, and the cumulative value is the effective wall amount. In addition, the wall proof strength is 20
Multiplied by 0 kgf / m. Next, the required wall amount for the seismic force and wind pressure is calculated (S220). Here, the ratio of the effective wall amount to the required wall amount is adjusted so as to be 1.0 or more, and the examination of the wall amount is finished.

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 and wind pressure is adjusted to be 1.0 or less.
End the study of proof stress. 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, the interlayer deformation angle must be 1/200 or less and the rigidity must be 0.6 or more. In particular, in a two-story wooden building, the interlayer deformation angle is 1/120 or less. In this step, adjustment is made so that the interlayer deformation angle is 1/200 (1/120) or less and the rigidity is 0.6 or more, and if confirmed, the process proceeds to the next step.

At S260, the eccentricity is examined. The difference between the center of gravity of each floor plane and the rigidity which is the center of the rigidity of the load-bearing wall is the eccentricity. If the eccentricity is 0.15 or less, the building has a well-balanced arrangement of the load-bearing walls. In this step, after adjustment is made so that the eccentricity is 0.15 or less, this step is ended, and the routine goes to S270.

At S270, the held horizontal strength is examined.
Here, the horizontal strength in the final state is the retained horizontal strength. Each layer (floor) for required horizontal strength of each layer (floor)
And adjust the ratio of the horizontal proof stress to 1.0 or less,
If confirmed, move to the next step.

Finally, the joint strength is examined in S280. Here, two conditions of prevention of base-column and beam-column pull-out prevention, and girder-barrel tree blowing prevention will be examined. In other words, the prevention of pull-out of the base-column and the beam-column is adjusted so that the ratio of the short-term allowable strength of pull-out of metal to the pull-out force of the joint due to the horizontal force is less than 1.0. In order to prevent the girder-barrel from blowing up, an adjustment is made so that the ratio of the resistance to blow-up to the wind pressure applied to the bark is less than 1.0. When the processing in S280 is completed, the subroutine of the study on horizontal load (S200) is completed.

Subsequently, S8 shown in FIG. 5 showing the main routine.
00 (automatic designation and correction of girder) will be described with reference to the flowchart of FIG. 8 which is a subroutine of the process. Here, description will be made by exemplifying a process of a section A surrounded by girders (horizontal members) O1, O2, O3, and O4 in FIG. 4 which is a floor plan of the second floor. First, an unselected girder in the section A is selected in step S810. Here, assuming that the girder O1 is selected, then, in S820, the span L
Check For example, in FIG. 4, when there is a lower tube column H2, H3 between the through columns H1, H4 to which the girder O1 is passed, the span is the span L1, the tube column H2-between the through column H1 and the tube column H2. Span L2 between tube columns H3, tube column H3-
Check the span L3 between the through columns H4. Further, in FIG. 4, since the pipe H5 is bridged on the girder O1, the load span is the distance between the pipe H3 and the pipe H5, and the distance between the pipe H5 and the pipe H2. become. Here, although the pipe column was present, the load span is also confirmed when there are beams, joists, etc. on the horizontal member. Upon completion of this check, the flow moves to the next S830.

In S830, the type of load applied to the girder is selected. The load type is determined by the type of span member on the girder, the span, and the like, as described later. When the selection of the load type is completed, the beam composition is calculated based on the load type and the test equation of the beam (S840). RyoNaru calculated is RyoNaru h _b, RyoNaru by shearing h _s, RyoNaru h ₅₀₀ due to the deflection L / 500, 4 kinds of RyoNaru h ₅ due to the deflection 5mm due to bending.

In S880, it is determined whether there is an unselected girder in the section. If there is an unselected girder (S88
0: Yes), returning to S810, and repeating the same processing. If all the girders have been selected (S880: No), the girder automatic designation and correction processing in S800 ends.

FIG. 9 shows a subroutine of the process for selecting the load type applied to the girder in S830 described above.
This will be described with reference to the flowchart of FIG. First, in S831, it is determined whether a beam or a column exists on the designated girder. If a beam or a column exists (S831: Ye
s) The process proceeds to S838, where it is determined that the designated girder is receiving only the concentrated load.

On the other hand, when there is no beam or column (S
831: No), and proceeds to S832 to determine whether a joist is placed on the designated girder and whether there is a beam or a column. If the joist is hung and there are beams or columns (S8
32: Yes), the process proceeds to S839, and it is determined that the specified beam is subjected to the uniformly distributed load and the concentrated load.

Again, the joists are not joisted,
When there are no beams or columns (S832: No),
Proceeding to S833, it is determined whether there is a joist on the designated girder. If there is a joist (S833: Yes), S
Proceeding to 837, it is determined that the designated girder has received only uniformly distributed loads.

If there is no joist on the designated girder (S
833: No), and proceeds to S834 to determine whether there is an inner wall on the girder. If there is an inner wall (S834: Ye
s) The process proceeds to S837 in the same manner as in S833, and it is determined that the specified girder has received only the uniformly distributed load.

If there is no inner wall (S834: No), S8
Proceed to 35 to determine whether there is an outer wall on the girder.
If there is an outer wall (S835: Yes), similarly, S837
Then, it is determined that the specified girder has received only the uniformly distributed load. Here, when there is no outer wall on the girder (S83)
5: No), proceed to S836, determine that the upper part of the girder is a floor, proceed to S837, and determine that the girder has received only the uniformly distributed load. With the above processing, the determination of the load type (S83)
0) is ended.

Here, S838, S839, S8
The load (kg / m) applied to the span L of the girder in the load type determination process of 837 is calculated. Here, when it is determined that only the uniformly distributed load is present (S837), the uniformly distributed load ω is calculated by the following equation.

Ω (kg / m) = W (kg / m ² ) × p (m)
+ (Wall unit load) × (height) Here, W represents a design load, and p represents a beam load width.
Although the calculation formula is shown only for the uniformly distributed load ω, the load is calculated based on a predetermined arithmetic expression in the case of the above-described concentrated load only in S838, and also in the case of the uniformly distributed load and the concentrated load in S839.

FIG. 1 shows a subroutine of the beam calculation process in S840 described above with reference to FIG.
0 will be described. Here, it is verified whether the beam structure of the specified girder can withstand the load. The test equation for the beam is determined by the type of load, but the test performed when it is determined that the girder receives only the uniformly distributed load will be described. In this embodiment, the standard Young's modulus (100 kg / cm) is used as wood.
² ), one having a low Young's modulus (80 kg / cm ² ), and one having a high Young's modulus (120 kg / cm ² ).

First, the beam structure h _{b of a} girder that can withstand the bending stress degree.
(Mm) is obtained from the following equation, and it is determined whether the beam height h _b (mm) is lower than the beam length of the designated large beam (S842). In the following equation, L (m) is the span, b (mm) is the width of the girder, and f _b (k
g / cm ² ) Represents an allowable bending stress degree.

H _b = (3ωL ² / 4bf _b ) ^1/2

Here, when the beam composition of the designated large beam is lower than the beam composition h _b (mm) (S842: No), S84
At 4, red is displayed near the girder. For example, beam O1
When the beam structure cannot withstand the degree of bending stress, a red color R is displayed near the large beam O1 on the monitor 10 of the personal computer as shown in FIG.

Next, the beam structure h _{s of the} large beam that can withstand the shear stress is calculated.
(Mm) is obtained from the following equation, and it is determined whether the beam formation h _s (mm) is lower than the beam formation of the designated large beam (S846). In the following equation, f _s (kg / cm ² ) represents an allowable shear stress.

H _s = 1.5ωL / 2bf _s

Here, the beam structure of the girder which can withstand the shear stress degree h
_{When the} beam composition of the designated girder is lower than _s (mm) (S846: No), purple is displayed near the girder in S848. For example, when the beam of the girder O1 cannot withstand the shear stress, purple shown by P in the figure is displayed near the girder O1 on the monitor 10 of the personal computer as shown in FIG.

[0040] Subsequently, the amount of deflection of L / 500 obtained from the following equation RyoNaru h ₅₀₀ that does not flex (unit deflection amount per length) or more (mm), RyoNaru h ₅₀₀ (mm) girders of which is specified It is determined whether it is lower than the beam formation (S850). In the following equation, E (kg
/ Cm ² ) represents the Young's modulus, and in the present embodiment, is calculated using the standard Young's modulus (100 kg / cm ² ).

H ₅₀₀ = (25 × 10 ⁶ ωL ³ / 32Eb) ^1/3

Here, when the beam composition of the designated girder is lower than the beam composition h ₅₀₀ (mm) that does not bend more than the amount of deflection of L / 500 (S850: No), pink color is formed near the girder in S852. Is displayed.

Next, the beam height h ₅ (mm), which is the deflection amount of 5 mm or less (absolute deflection amount), is obtained from the following equation, and it is determined whether the beam height h ₅ (mm) is lower than the beam length of the designated large beam. Judge (S85)
4).

H ₅ = (ωL ⁴ / 32Eb) ^1/3

Here, the beam height h ₅ (m
m), the beam structure of the specified girder is lower than (S8).
54: No), in S856, yellow is displayed near the girder.

The above values are values given from the sectional performance data and the strength classification table. If the load consists of a uniform load and a concentrated load, and if it consists only of a concentrated load, the same process is performed for each span of the girder,
The process proceeds with the largest beam of each span as the required beam of the large beam.

Subsequently, in step S858, it is determined whether any of the above four types of beams exceeds the height (beam) H (mm) of the cross section of the girder specified in advance, that is, there is a problem, and color display is performed. It is determined whether it has been done. If any of the four types of beams is larger than the beam height H (S858: No),
It is determined whether the required strength can be satisfied by using wood having a Young's modulus of 120 kg / cm ² higher than the standard Young's modulus (100 kg / cm ² ) (S860). That is, by using wood having a Young's modulus of 120 kg / cm ² , the above L / 5
If the deflection amount of 00 and the deflection amount of 5 mm or less can be satisfied (S860: Yes), 120 kg / cm ² is set as the Young's modulus of the girder (S864). On the other hand, if the condition cannot be satisfied (S860: No), the beam formation is ranked up (S862). For example, when 150 mm is designated as the beam structure of the girder, a beam structure 180 mm higher by one rank is designated. That is, since the beam structure is set in increments of 30 mm, a beam structure 30 mm higher is adopted.
After that, the process returns to S842, and the determination is made again based on the higher rank of the beam. In addition, since the unified value with the column is used for the width b of the girder in the conventional frame construction method, when the strength is insufficient, only the beam structure is adjusted.

Subsequently, it is determined whether or not the amount of penetration of the horizontal member is equal to or larger than a reference (S866). Here, when the amount of penetration of the horizontal member is equal to or greater than the reference (S866: Yes), S
At 868, the girder is displayed in blue. For example, horizontal material K
When the amount of digging in is equal to or more 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 coped with by increasing the beam structure of the horizontal member.
It is necessary to arrange a pillar below 5. For this reason, in the present embodiment, a display in which the pipe pillar H7 is arranged below the horizontal member O1 in the floor plan on the first 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 operator changes the design so as to arrange the pipe column H7 (S874). Then, the process returns to the initial value setting process described above with reference to FIG.

In the structural design method for a building according to the first embodiment, the load applied to the horizontal member is used to calculate the stress degree by structural calculation.
The amount of displacement and the amount of indentation are calculated, and when the stress and the amount of displacement of the lateral members are larger than predetermined values, the height is increased. When the indentation of the lateral members is larger than the predetermined values, the building shape data (design Correct). Therefore, it is possible to appropriately correct the height of the horizontal member and the shape data.

Further, since the color-coded display is performed when the stress degree, the displacement amount, and the set-in amount are larger than the predetermined values, it is possible to immediately display whether or not there is a problem with the horizontal member.
In addition, you can see which one is the problem,
It is possible to understand whether the degree of stress and the amount of displacement are problems and the beam structure of the horizontal member should be increased, or whether the amount of digging is a problem and the design data needs to be changed.

Subsequently, S90 of the main routine shown in FIG.
0 (height alignment) will be described with reference to FIG. 11 showing a subroutine of the process. In the height alignment process in S900, after correcting the beam structure of the girder in S800 described above, the height of the horizontal members 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 girders O1 and O2 constituting the section A shown in FIG. 4 is 150 mm, but the height of the girders O3 and O4 is 180 mm and
If it is higher than O2 (S910: Yes), the next S
Proceed to 920.

In S920, a large beam having a low beam length is selected. Here, the description is continued assuming that the girder O1 is selected. Next, in S930, the beam structure of the selected large beam O1 is aligned with the beam structure (180 mm) of the high large beams O3 and O4.
Then, it is determined whether wood having a 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 L / 500 deflection amount and the deflection amount of 5 mm or less can be satisfied even when using wood having a low Young's modulus rank (S940: Yes), the Young of the large beam is used. A low-rank Young's modulus is set as the rate (S9).
50). On the other hand, if it cannot be satisfied (S940: N
o), using the set Young's modulus. And S960
Then, it is determined whether or not all of the low beams have been selected. If the selection has not been completed (S960: No), the process returns to S920. On the other hand, if the selection has been completed (S960:
Yes), the height alignment processing ends. This allows
In addition to satisfying the required strength, structural data that can be actually constructed can be obtained. In addition, it enables efficient use of low Young's modulus wood. When the heights of the horizontal members in the section are all equal in S910 (S910:
No), the process of S900 is completed, and the next step 100 is executed.
Move to 0.

The above processing is advanced to the section B, the section C, and the section D in FIG. 4 showing the floor plan of the second floor, and the design is completed by performing each of the sections on the lower first floor. I do. In the modification of the beam structure, after the upper layer is completed in consideration of the effect after the modification, the load is calculated based on the modified beam structure, and the process for the lower layer is advanced. Here, the beam structure of the girder is aligned, but the above process can also be used when aligning the beam structure of the horizontal member.

Next, a structural design method for a building according to a second embodiment of the present invention will be described. In the above-described first embodiment, when there is a problem with the stress or the displacement, the beam structure of the girder is automatically increased. On the other hand, in the second embodiment, the structure of the girder having the required strength or the 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.

In the second embodiment, in steps S842 to S856 in FIG. 14 showing the beam formation calculation process, similarly to the first embodiment, the beam formation h _b (mm) of the large beam that withstands the bending stress, the shear stress to withstand girder RyoNaru h _s (mm), RyoNaru h ₅ of the amount of deflection of L / 500 RyoNaru h ₅₀₀ of (bending amount per unit length) (mm), amount of deflection 5mm or less (absolute amount of deflection) When there is a problem in (mm), it is displayed in different colors.

Here, in the second embodiment, the beam structure of the horizontal member is corrected by the interruption processing shown in FIG. First, it is determined whether any of the color-coded horizontal members has been selected (S1100). Here, if there is an instruction from the operator to select one of the horizontal members (S11)
00: Yes), regarding the horizontal member, the beam configuration h _b (mm) of the girder enduring the problematic bending stress, the beam configuration h _s (mm) of the girder enduring the shear stress, and the deflection of L / 500 the amount of RyoNaru h ₅₀₀ (mm), deflection of 5mm below to calculate the Young's modulus and RyoNaru may fulfill RyoNaru h ₅ a (mm) (S1102), displaying a list of Young's modulus and RyoNaru (S1104). For example,
For a Young's modulus of 100 kg / cm ² and a beam height of 150 mm, beam height h ₅
If (mm) cannot be satisfied, a display such as [Young's modulus 120 kg / cm ² , beam forming 150 mm] [Young's modulus 100 kg / cm ² , beam forming 180 mm] is displayed.

If any one of the selections is made by the operator (S1106: Yes), the data is corrected to the selected Young's modulus and beam structure (S1108), and the color-coded display of the horizontal member on the monitor is erased (S1108). 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.

The stress level is a load per unit area. In addition, the amount of indentation is the amount of
Or it means both the amount by which the horizontal member sinks into the pillar. Furthermore, the displacement amount refers to, for example, the amount of bending of the horizontal member. Whether the inset amount (d (mm)) is equal to or larger than the reference (2 mm) is determined based on the following determination formula. Q ≦ 0.8 ・ sfe ・ S and 2 ・ k Seat dovetail joint area S (cm ² ) Penetration rigidity k (Kg / mm) End reduction reduction factor 0.8 Short-term penetration allowable stress sfe (Kg / cm ² ) Shear load applied to the connection joint Q (Kg) Note that FIG. 16A shows a side surface of the beam O6 which is passed to the beam O5 and for which the amount of retraction is determined, and FIG.
Shows the bottom. The perched ant connection area S is indicated by hatching HS in FIG. 16 (B).

In the first and second embodiments described above,
Calculate the stress, displacement, and indentation of the horizontal members, and when the stress, displacement, and indentation exceed the standard, display them in different colors and change the beam structure and design. It goes without saying that this method can be applied to pillars and the like.

[Brief description of the drawings]

FIG. 1 is a plan view of the first floor of a house to be designed.

FIG. 2 is a plan view of the second floor of a house where the design is performed.

FIG. 3 is a plan view of the first floor of a house where the design is performed.

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 a structural design method for a building according to the first embodiment.

FIG. 6 is a flowchart showing a subroutine of an initial condition setting process in FIG. 5;

FIG. 7 is a flowchart showing a subroutine of an examination process for a horizontal load in FIG. 5;

FIG. 8 is a flowchart showing a subroutine for automatic designation and correction of a girder in FIG. 5;

9 is a flowchart showing a subroutine of a load type determination process in FIG.

FIG. 10 is a flowchart showing a subroutine of beam formation calculation processing in FIG. 8;

FIG. 11 is a flowchart illustrating a subroutine of height alignment processing in FIG. 5;

FIG. 12 is an explanatory diagram showing a change in position data of a load-bearing wall.

FIG. 13 is an explanatory diagram of monitor display.

FIG. 14 is a flowchart illustrating a subroutine of beam formation calculation processing according to the second embodiment.

FIG. 15 is a flowchart illustrating an interruption process of beam formation correction according to the second embodiment.

FIG. 16A shows a side surface of a beam for which the amount of indentation is to be determined, and FIG. 16B shows a bottom surface.

[Description of Signs] 10 Monitors O1, O2, O3, O4 Large beams H1, H4 Through columns H2, H3, H5 Tube columns W Bearing walls A, B, C, D Sections

Claims (4)

[Claims] Claims: 1. Inputting shape data of a building, calculating a stress degree and a displacement amount by a structural calculation from a load applied to a component material of the building, and when the stress degree and the displacement amount are larger than predetermined values, A structural design method for a building characterized by performing color coding. 2. Inputting the shape data of the building, calculating the stress, displacement and indentation by structural calculation from the load applied to the building components, and setting the stress, displacement and indentation to predetermined values. A structural design method for a building, characterized by performing color-coded display when the size is larger than the above. 3. The structural design method for a building according to claim 1, wherein the stress level is a shear stress level or a bending stress level. 4. The structural design method for a building according to claim 1, wherein the amount of displacement is calculated in consideration of Young's modulus.