JP2022181892A - Seismic retrofit optimum design support program - Google Patents

Abstract

To provide a computer program for supporting optimum seismic retrofit design of an existing building.SOLUTION: A computer for supporting seismic retrofit design of an existing building is functioned as input means and output means. With the input means, calculation results via an integrated design program related to the existing building and a seismic diagnosis program are input as an input 1 and information on the seismic retrofit design is input as an input 2. The output means reads a calculation process and results of a seismic design index from storage means for holding input information from the input means to list it, and reads information on the seismic retrofit design from the storage means as input data to the integrated design program and the seismic diagnosis program to output and display it.SELECTED DRAWING: Figure 2

Description

The present invention is a technology related to a program that supports optimal seismic retrofit design for existing buildings.

Due to the damage caused by the 1968 Tokachi-oki earthquake, it was found that the shear failure of concrete columns could cause the collapse of buildings, and the regulations for shear reinforcement reinforcing bars for columns were strengthened. With this earthquake as an opportunity, research on shear failure of concrete columns was actively conducted mainly in Japan and the United States. It was found that the risk of shear failure and axial compression failure of the column can be determined by the method. Therefore, in the current earthquake resistance standards (see Non-Patent Document 1, hereinafter referred to as "technical standards") that were enforced from 1981 and then slightly revised, h0 / D of columns, axial force ratio, etc. Members are ranked according to the numerical value of h0/D, and when using columns smaller than a predetermined value (2.5 or 2.0), the seismic strength required for the entire building is increased. It's becoming Furthermore, due to the Great Hanshin-Awaji Earthquake in 1995, the rate of collapse of piloti buildings was significantly higher than that of general buildings. The calculations involved in the design of new buildings are complex and massive, and are strictly stipulated by technical standards.

Buildings designed and constructed according to the earthquake resistance standards before 1981 are called old standard buildings. Construction to raise the strength to the level of the current standard (seismic retrofitting work) is strongly required by the Seismic Retrofitting Promotion Act (enacted in 1995 and strengthened thereafter). Various national and local subsidy programs have been expanded for the cost of seismic diagnosis and repair work, and for specific buildings, measures such as publicizing the results of seismic diagnosis have been implemented. However, although the implementation rate of seismic diagnosis is increasing, most of the buildings judged to lack seismic performance as a result of seismic diagnosis, even in specific buildings such as buildings along specific emergency transportation roads, have undergone seismic retrofitting work. There is currently no

The seismic diagnosis of old standard buildings is based on drawings, etc., in accordance with the method strictly stipulated in the standards set by public institutions (in the case of reinforced concrete structures, see Non-Patent Document 2, hereinafter referred to as “diagnosis standards”). This is done by calculating the structural seismic resistance index value (Is value) from the information and comparing it with the standard value (Is0) to evaluate safety. computationally impossible. Therefore, a dedicated computer program (hereinafter referred to as "diagnostic software") is required, and a plurality of programs evaluated by public institutions are commercially available. Furthermore, seismic retrofitting design is carried out using diagnostic software in accordance with standards established by public institutions (in the case of reinforced concrete structures, see Non-Patent Document 3, hereinafter referred to as "repair design guidelines"). . The diagnosis software is positioned as an option of the integrated design software, and is structured to perform calculations using the results of inputting detailed building information.

On the other hand, a method (hereinafter referred to as "SRF construction method") for preventing concrete columns from breaking by winding the columns with polyester fibers, proposed in Patent Document 1 by the applicant of the present application, has been put into practical use. We have obtained technical evaluation from the Japan Building Disaster Prevention Association (Ken Bosai Hatsu No. 18056). Using this construction method improves the toughness regardless of the h0/D and axial force ratio of the column, and it is evaluated that even if the column of the piloti building is subjected to a large axial force ratio and shear force, it will not fracture in axial compression. , Unlike the provisions of Non-Patent Documents 1 to 3 for conventional technologies such as ordinary reinforced concrete columns, iron plate winding, and continuous fiber reinforcement, technical evaluation content that even short columns and high axial force columns can improve toughness. It's becoming Furthermore, it is being evaluated technically for improving the strength and toughness of existing walls. These technical evaluation contents of the SRF construction method are aimed at minimizing the addition of new reinforcing members such as steel braces and additional seismic walls by improving the strength and toughness of existing column walls in the seismic retrofitting design. It is possible to obtain the Is value of In actual construction, it has been demonstrated in repair cases that construction costs can be reduced without sacrificing usability. In addition, the SRF construction method suppresses damage to the entire pillar and wall, including the cover, by covering the surface of the concrete with flexible fibers. It has been proven in experiments, the Great East Japan Earthquake, the Kumamoto Earthquake, etc. that it has a fail-safe function that ensures the continuity of use with little damage. This is because the current seismic standards target performance of not collapsing in a major earthquake (allowing for damage) does not meet the needs of modern society for continued use after a major earthquake. In addition, it is a solution to the problem that many earthquake motions that greatly exceed the assumptions of the current standards have been observed, and design and construction using the SRF method are also being carried out at the time of new construction.

National Official Gazette Sales Cooperative: 2020 Edition Technical Standards Manual for Building Structures, October 2020 Japan Building Disaster Prevention Association: Seismic Diagnosis Criteria for Existing Reinforced Concrete Buildings Revised in 2017 Same Commentary, September 2017 (General Incorporated Foundation) Japan Building Disaster Prevention Association: 2017 Revised Edition, Guideline for Renovation Resistant Design of Existing Reinforced Concrete Buildings, Commentary, September 2017

Japanese Patent No. 3484156

However, more than 3,000 buildings have been repaired using the SRF method, and only about 22,000 pillars have been reinforced. There is a current situation that remains in part. In addition, there are only a few examples of its application to new construction.

The present invention is based on the technology related to the above seismic diagnosis, seismic design, and seismic retrofit design.

While the importance of seismic retrofitting has been recognized by society and public subsidies have been expanded, the majority of buildings that have been judged to lack seismic performance as a result of seismic diagnosis have not undergone seismic retrofitting. However, it is thought that there is a problem that the results of the renovation design that is actually being implemented or that is assumed are the contents that discourage the construction from the client. For example, the use of steel braces, additional walls, etc. often results in renovation work that greatly impairs the usability and functionality of the building, and tends to greatly impair the value of the building for the client. However, it is thought that there are problems such as the fact that the repair cost tends to be high, as much as a percentage of the new construction cost.

From the designer's point of view, since the renovation design is performed using integrated design software for new construction and diagnosis software for seismic diagnosis, it is complicated to calculate the reinforcement effect obtained by various reinforcement construction methods, and it is difficult to work. It takes a lot of labor, it is difficult to find the optimum design, and there is no choice but to present a one-off design proposal to the client, and there is a problem that it is difficult to reexamine the client's request. In addition, if the diagnostician and the designer are different, and if the diagnostic software used by the designer, the integrated design software version, and the manufacturer are different, the data must be re-entered into the software used by the designer from the beginning. becomes necessary. In addition to requiring a great deal of labor, the diagnosis results, that is, the current Is value and numerical values related to its calculation, often differ from the results obtained by the diagnostician. There is a problem.

Furthermore, as the standards became more complicated and it became impossible to design without using a computer, the design became a black box, and the designer did not fully understand the contents of the regulations and calculation methods, and it was possible to flexibly respond to the client's request. It is also pointed out that the design is no longer possible.

Furthermore, the current seismic standards, diagnostic standards, and repair design guidelines require that buildings with a risk of shear failure or axial compression failure of columns be designed with additional seismic strength, or added with steel braces. However, it does not require direct reinforcement and prevention measures against shear failure and axial compression failure of individual columns, so it is expected that the columns will be destroyed by earthquake motions that exceed the assumptions of the current standards. In addition, there is a problem that even if the expected seismic motion does not lead to collapse, large cracks will occur in the pillars, making it impossible to continue using them. In fact, in the Great East Japan Earthquake and the Kumamoto Earthquake, both young buildings with new earthquake resistance and buildings that had been reinforced with steel braces were damaged and became unusable, resulting in enormous human and economic damage. Many cases have been reported.

The SRF construction method is a construction method that has been proven to have the effect of suppressing damage and preventing destruction directly for short columns and high axial force columns, and if this is adopted, the above problems will be solved However, in order to carry out repair design using this construction method, it is necessary to evaluate the strength and toughness of individual columns and walls, and to calculate the seismic strength after this has been improved. There is a problem that it takes a lot of time and effort.

SUMMARY OF THE INVENTION It is an object of the present invention to provide a program that assists a designer in promptly designing an optimum seismic retrofitting design that reflects the request of a client. The seismic retrofitting design referred to here means improving the performance of existing members so that the numerical value used as the design index (the numerical value of the design index) exceeds the standard value, or/and finding the addition of new members (construction content), is expressed as calculation sheets and drawings. Optimal design means the one whose construction contents and construction costs are most in line with the requests of the client among those whose numerical values exceed the standard values. This program helps designers find the optimal design by visualizing how design index values and construction costs fluctuate depending on the construction content, along with the design index value calculation structure. .

In the following, the solution will be described in detail for the case where the target building is a medium-to-low-rise reinforced concrete construction (hereinafter referred to as "RC construction"). The design index for seismic retrofitting design for RC structures is called the structural seismic index (Is value), and this calculation method is specified in detail in the above-mentioned Non-Patent Document 2, but the structure is as follows. The Is value is the sum of the products of the strength index C and the toughness index F calculated for each vertical member (column, seismic wall, etc.) that is considered to have seismic resistance, and is a coefficient that considers the seismic force distribution. It is calculated by multiplying the basic index of retained performance obtained by multiplying by a coefficient that takes into consideration the imbalance of the entire structure, aged deterioration, etc. However, the toughness index is the interlaminar deformation angle (shear deformation angle of the floor) at the time when the member reaches the end, expressed as an index value, and F = 1.0 is 1/250 of the interlaminar deformation angle. is a monotonically increasing function related to the story drift angle. The strength index C is obtained by dividing the strength Qu of an individual vertical member by the weight supported by the floor to which it belongs. The strength Qu is the smaller of the ultimate bending shear force Qmu and the shear strength Qsu, as shown in Equation 1:

A column whose shear strength Qsu is greater than the shear force Qmu at the end of bending is called a bending column because the strength is determined by the former, and otherwise called a shear column. Now, the bending ultimate shear force is calculated by dividing the bending strength Mu of the cross section by the shear span. For columns, the shear span is assumed to be 1/2 of the internal height h0. That is, it is expressed by Equation 2.

In a pillar with an internal height h0 smaller than the standard internal height H0 (a short pillar in a broad sense), the bending strength calculated by Equation 2 is greater than that of a pillar with the same cross section and a standard internal height growing. Therefore, in the case of a shear column, if the shear strength is improved by reinforcement, the strength will be improved accordingly.

A function for calculating the toughness index F according to the ratio of the shear strength Qsu to the bending strength (shear margin) and the relative inner height (h0/H0) is defined:

It should be noted that the function f of Expression 3 has the property that the larger the Qsu/Qmu and h0, the larger the F value. However, in very short columns (columns with h0/D of 2 or less), the toughness index is an extremely low value (F = 0.8 when Qsu/Qmu < 1, and is defined to be F=1.0). The F value is also limited to 1.0 by the axial force ratio (η=Ns/bDFc, Ns: axial force during earthquake, b: column width, D: column height, Fc: concrete strength).

By increasing h0 using a structural slit, using the relationship of Equation 2, Qmu is reduced, strength is sacrificed, and a method for improving F value is shown in the design guideline for modification. However, if the SRF construction method is reinforced, even if the column is extremely short, even if the axial force ratio is large, the F-value can be improved without being subject to the above restrictions by the Japan Building Disaster Prevention Association. It is Also, the shear strength Qsu and toughness F of the column reinforced by the SRF method are evaluated by the same association as a calculation formula that improves according to the thickness t of the reinforcing material (highly ductile material):

Therefore, by adjusting the structural slit length and the thickness t of the highly ductile material, using Equations 1 to 4, the bending strength of the column cross section and the diagnostic criteria (F = 3.2 ) to achieve the target strength and toughness. However, if you use diagnostic software to calculate which pillars need to be reinforced to what extent to make the Is value exceed the target, it is necessary to recreate the input data many times and check the output. become.

The Is value is calculated for each floor and for each force application direction. This is defined as Equation 5 as the product of the possessed performance basic index E0, the shape index SD, and the age index T.

The basic index of retained performance calculated by the secondary diagnostic method is usually used for the design of repair. This is done by dividing the vertical members into groups according to the toughness index for each floor and loading direction, and taking the larger one calculated by the following two formulas:

However, φ _i is a correction coefficient based on seismic force distribution, and is calculated from the weight of each floor and the height of the building. Ci is the strength index of the i-th group and is calculated by dividing the total strength of members in the group by the weight ΣWi supported by the floor. Fi is the toughness index of the i-th group and is the minimum value of the toughness index of the members belonging to the group. The groups are designated as first group, second group, and so on in ascending order of toughness index. Also, α _i is a strength contribution coefficient, which is a coefficient for calculating the strength exerted by the member of the i-th group at the story drift angle corresponding to F1, and is calculated according to _F1 and F _i .

The shape index SD is a coefficient for correcting the basic index of retained performance due to the shape of the building, unbalanced rigidity, etc. It is calculated from the grade and range factor related to the presence or absence of rigidity balance). Regarding eccentricity and rigidity balance, two calculation methods called A method and B method are shown. The aging index is calculated by judging cracks, deformation, and deterioration of buildings based on field surveys. Of the items in the shape index SD calculation, items other than eccentricity and rigidity balance hardly change depending on the repair design. Also, the aging index does not change.

Normally, the toughness index F _i used for the grouping is fixed as F ₁ =0.8, F ₂ =1.0, F ₃ =1.1, F ₄ =1.27 . Therefore, in the repair design, if the existing members are reinforced or newly installed, the Ci of each group will increase or decrease, and the E0 and Is values will be will improve. This program displays this process in a list and makes it possible to perform the optimal reinforcement design by visualizing how the grouping changes and the Is value improves as a result of reinforcement and new placement. be.

By reinforcing with the SRF construction method, the strength index C and F value of almost all columns can be improved. Also, the strength of the wall can be improved. Furthermore, if the eccentricity is large, it is possible to reduce the eccentricity by cutting a slit in the existing wall to reinforce the pillar, thereby improving the shape index and the Is value. Using this program, the SRF construction method is used to reinforce pillars and walls that can be reinforced based on the building conditions and the client's intentions. It is possible to specifically investigate and know how much the Is value is improved by . Since this is an Is value that can be realized by improving the performance of the existing building, it is called a reachable Is value.

This program, according to Non-Patent Document 3, the strength required for the Is value to clear the reference value (called insufficient strength)

is calculated and displayed each time, the Is value is the target value Is ' You can check that the value is reached. However, in the above formula 8, F is the toughness index of the new member, and SD' is the shape index after repair. In this way, new members such as steel braces are not used, or if they are used, they can be minimized. It is also calculated when the strength deficiency is negative. This is the marginal strength and indicates that the number of reinforcement points can be reduced if economic design is carried out.

By visualizing the numerical values related to the calculation of the Is value for each location (floor, street) and group within the building, this program tells the designer where the current situation is for vertical members with a small toughness index (destruction due to small deformation). pillars, walls: weak points) are clearly recognized. Also, it can be seen how the Is value is improved by reinforcing this. Furthermore, by calculating and displaying the approximate construction cost from general information such as the installed reinforcement method and type, and the purpose and size of the building, the designer can not only view it from a structural point of view but also from a cost perspective. , to support optimal renovation design.

However, the numerical values involved in the calculation of the Is value are the internal height, bending strength, shear strength, and toughness index. In addition, the reinforcement method and type are the items that determine the various reinforcement methods used in the seismic retrofitting work. , as shown in Table 1.

The program of the present invention visualizes the calculation process, inputs and results of the structural seismic index (Is value), which is a seismic retrofitting design index, and the approximate construction cost in relation to the locations (floors, streets) of members in the building. This program is characterized by supporting the optimum design by the designer.
In addition, this program does not use the Is value as the design index, but the degree of risk of collapse of each floor.

It is also compatible with the design of the case. However, Nsp is the axial force of the column p during an earthquake, and Nup is the axial strength. This is the maximum value of the verification ratio ifp for the axial compression failure due to the axial force at the time of earthquake of each column defined in the second formula of Equation 9 above. In the case of reinforcement by the SRF construction method, it is technically evaluated that the axial strength is calculated according to the reinforcement thickness t. Seismic retrofitting design that uses the If value as a design index is called axial strength reinforcement, and has already been used in more than 500 buildings, including public facilities such as government buildings and schools. It has been proven by the construction results and no damage caused by the earthquake that it is possible to repair quickly and inexpensively with a focus on preventing collapse.

A program of the present invention is characterized by having the following functions.
Read the information (numerical values) calculated by the integrated design software and diagnosis software, and compare the numerical value of the structural seismic index (Is value), the degree of collapse risk (If value), and the numerical values related to these calculations to the current situation and repair. Regarding the rear, a list is displayed for each location (floor, street) in the building, the direction of application of the seismic force, and each group according to the toughness index.
The designer can input (place) reinforcement methods and types, and target strength and toughness indices and constraint values anywhere in the building.

This program calculates and displays the achievable strength and toughness index and the resulting Is value, If value, and construction cost change according to the above arrangement. In addition, for the reinforcement method and type, the specifications that demonstrate the achievable performance are calculated and displayed.

In the calculations in the previous section, this program calculates the target strength and toughness of members whose inner length h0 can be changed by installing seismic slits (hereinafter referred to as "slits") such as columns with waist walls, columns with hanging walls, etc. It has a function to calculate the optimum slit length for realizing the index and the reinforcement specifications (thickness of reinforcing material and type of adhesive) by the SRF construction method.

The designer can specify members that cannot be reinforced, and this program calculates the reachable Is value, insufficient strength (margin strength), and If value when members excluding this are reinforced by the SRF method. indicate. Furthermore, the reinforcement arrangement for this and reinforcement specification are displayed.

Create and output input data that reflects the repair work content created by this program for the integrated design software and diagnosis software.

The present invention is a program specialized for seismic retrofitting design. Conventionally, the labor and complexity of retrofitting design work that has been performed using integrated design software, which is a program for new construction, and diagnosis software, which is a program for seismic diagnosis. It has the effect of greatly reducing the time. Normally, at least, work that would have taken several days can be completed in about an hour. For example, when calculating to increase the F value of a member by using a slit in combination with a conventional method, for example, when the maximum slit length is 1000 mm and the increment of the slit length is 50 mm, the number of combinations is 20. is. Furthermore, since there are two directions of applied force, positive applied force and negative applied force, there are 40 ways. In a five-story building, there are 20 members per floor, of which 10 members do not meet the target F-value at present, resulting in 40×5×20=4000 combinations. It takes at least 2 minutes to calculate one combination using conventional computer software, so a simple calculation of 4000×2=8000 minutes=133 hours, 10 hours a day, would take nearly two weeks. Addition of the work of determining the reinforcement specifications for the SRF construction method will further increase the time. Even if the number of cases is reduced by devising the order of calculation, it will still take several days. The program can compute this for multiple members simultaneously in less than a second.

In the past, instead of improving the toughness index of individual members, the F1 value in Equations 7 and 8 was set to 1.0, and the design was mainly to compensate for the insufficient yield strength with new members, which increased construction costs and construction time. In addition, the construction often hindered usability. As described above, the present invention facilitates design in which a target toughness index is specified for each member. As a result, the designer can consider a repair design plan that makes the F1 value larger than 1.0, and it becomes easy to consider the design to reduce the number of newly installed members and reduce the construction period and construction cost. In addition, when the deformation angle of the Is value is exceeded, or when an earthquake exceeds assumptions, structural weaknesses at the member level will be resolved, and it will be possible to ensure the continuity of use after an earthquake, which is not guaranteed under current standards. There is also an effect that is expected.

Furthermore, by improving the performance of existing members using the SRF construction method, this program indicates the numerical value of the design index that can be reached by the existing building and the lack of strength, so that it does not install new members or minimizes it. This makes it possible to design quickly and easily with minimal sacrifice of usability. Furthermore, it is possible to present a repair plan that uses the degree of danger of collapse (If value) as a design index, focusing on prevention of collapse. In addition, even before the start of construction or when the need for design changes arises during construction, the use of this program makes it possible to quickly carry out refurbishment designs after the changes.

Since the present invention visualizes changes in design indices due to placement of reinforcement methods in line with the calculation structure, designers who carry out repair design using this visualize the process of reaching the optimum reinforcement placement. you can experience it. This learning makes it possible to reduce the number of trial-and-error attempts leading to the optimal design, and to greatly reduce labor and time. By using the program of the present invention to explain to the client, it is possible to obtain an understanding of the repair design, and to easily make changes that incorporate the client's request. Furthermore, by equipping the program of the present invention with a learning function, it becomes possible to present optimal design candidates to the designer from the program side. It also has a function and effect as an educational tool for students and beginners to understand renovation design.
As a result, it is possible to carry out renovation work on buildings that have not been completed in the past, and have the effect of promoting the creation of safer cities.

FIG. 2 is a block diagram showing a configuration example of a computer that holds an optimum design support program for seismic retrofitting according to the present invention; Explanatory diagram showing the flow of information and data between the optimum design program of the present invention, the designer, the seismic diagnosis software, and the integrated design software. FIG. 4 is a diagram showing an example of the overall configuration of the operation screen of the program of the present invention; Display content example 1 of the operation screen of the program of the present invention Display content example 2 of the operation screen of the program of the present invention Display content example 3 of the operation screen of the program of the present invention Display content example 4 of the program operation screen of the present invention Display content example 5 of the operation screen of the program of the present invention Display content example 6 of the operation screen of the program of the present invention Display content example 7 of the operation screen of the program of the present invention 1st floor and 2nd floor plan of the example (left: 1st floor, right: 2nd floor) 2-way and 4-way frame diagrams of the embodiment Legend for Figure 11 Reinforcement position framework diagram of the example (right: D, F street, left: I, J street) EP4 operation screen example 1 at the time of completion of input data reading in the embodiment EP4 operation screen example 2 at the time of completion of input data reading in the embodiment EP4 operation screen example 3 at the time of completion of input data reading in the embodiment EP4 operation screen example 4 at the time of completion of input data reading in the embodiment EP4 operation screen example 5 at the time of completion of input data reading in the embodiment EP4 operation screen example 1 at the time of completion of existing reinforcement input in the embodiment EP4 operation screen example 2 at the time of completion of existing reinforcement input in the embodiment Example of EP4 operation screen before first floor Y direction reinforcement input in the embodiment EP4 operation screen example 1 at the time of completion of Y direction reinforcement input on the first floor of the embodiment EP4 operation screen example 2 at the time of completion of first floor Y direction reinforcement input in the embodiment Example 3 of the EP4 operation screen at the time of completion of the first floor Y direction reinforcement input in the embodiment Example of EP4 operation screen before first floor X direction reinforcement input of example EP4 operation screen example 1 at the time of completion of the first floor X direction reinforcement input of the embodiment EP4 operation screen example 2 at the time of completion of the first floor X direction reinforcement input of the embodiment Example of EP4 operation screen at the time of completion of repair design in the example Reinforcement plan view of the embodiment No. 1 Reinforcement plan view of the embodiment No. 2 Example 1 Example 2

EMBODIMENT OF THE INVENTION Hereinafter, the example of a form for implementing this invention is demonstrated based on drawing. Although the explanation is given for reinforced concrete construction (RC), steel-reinforced concrete construction (SRC) and steel-framed construction (S construction) use the same Is value as RC as a design index, and the same applies. For wooden structures, the design index is a score, but it is basically the same.

FIG. 1 is a block diagram showing an example of the configuration of a computer 11 that holds an optimum design support program for seismic retrofitting according to the present invention. The computer 11 is composed of processing means consisting of a CPU, arithmetic means, and control means. In addition to the arithmetic processing unit 12, storage means 13 holding a building integrated design program and an earthquake resistance diagnosis program under the integrated control of the arithmetic processing unit 12, an input means 14 consisting of a keyboard, a mouse, etc., and a display. and an output means 15 consisting of a printer or the like. The seismic retrofitting optimum design support function is provided by a program that causes the computer 11 to function as input means 14 for inputting information on seismic retrofitting design and output means 15 for outputting evaluation results on seismic retrofitting design. Reference numeral 16 in the figure denotes an auxiliary storage device such as USB.

Figure 2 shows the information and data between the seismic retrofit optimal design support program (hereinafter referred to as "FP4") according to the present invention, the person (designer) who implements the seismic retrofit design, seismic diagnosis software and integrated design software. is an explanatory diagram showing the flow of. Prior to conducting seismic retrofit design, the existing building is subjected to a seismic diagnosis, and the current Is value is calculated. This is done in the following steps.

(1) The person who conducts the seismic diagnosis (hereafter referred to as the “diagnoser” because it may be different from the designer) will use the design documents at the time of construction, the results of the field survey, etc. to determine the specifications of the building and members of the integrated design software. is input, and this calculation result is handed over to the diagnostic software.
(2) The diagnostician inputs the calculation conditions for the seismic diagnosis into the diagnostic software, and obtains the structural seismic index (Is value) and numerical values of the calculation process as outputs.
(3) The above results are output from the diagnostic software in the form of a seismic diagnosis report.

Traditionally, designers have designed retrofits during the above steps. That is, taking into consideration the conditions of repair design, the numerical values input to the diagnosis software and the integrated design software are corrected, the Is value is recalculated, and this process is repeated until the standard value is cleared.

Using the program of the present invention, the designer can carry out repair design in the following steps. Input data to EP4 (numerical values necessary for Is value calculation calculated by diagnostic software and consistent design software, and numerical values necessary for reinforcement effect calculation) are specified. The designer inputs the repair design conditions (target strength, toughness index, specified constraint conditions) into EP4 and confirms that the Is value satisfies the standard value. Calculation data for confirmation output from EP4 is input to integrated design software and diagnostic software, and it is reconfirmed on these integrated design software and diagnostic software that the Is value satisfies the reference value. Create a refurbishment design document.

For the input in (1) above, there is a method of receiving a CSV format file from commercially available diagnostic software and integrated design software, or a method of direct input by the designer from the seismic diagnosis report.

FIG. 3 is a diagram showing an example of the overall configuration of the operation screen of EP4. EP4 is characterized by displaying a list of numerical information necessary for repair design on one screen. The designer compares information such as EP4 screens, drawings, and seismic diagnosis reports, confirms numerical values on the operation screen, and makes modifications and inputs to design the renovation. In the above display example, each numerical value category is divided into six zones (hereinafter referred to as "A zone" to "F zone"), and each zone is provided with a switch for switching between display items and display ranges. Designers can select only the information they need to display in each zone.

The A zone located on the upper left of the operation screen shows the criteria for earthquake resistance diagnosis, the name and version of the diagnosis software, and the conditions for seismic diagnosis, such as how to calculate the member stiffness in calculating the shape index (calculation method specified in the diagnosis standard). This is a zone for displaying and changing selectable items such as Zone B, which is located on the right side, shows the conditions for calculating the effects of various reinforcement methods, such as the compliance standards for the SRF method, the upper limit for design, the types of reinforcing bars for additional walls and thickened walls, and the steel materials for steel braces (each method). This zone displays and changes common selectable/specifiable items other than the conditions of the member level in the design and construction guideline of . In the C zone located on the central part, numerical values related to the calculation of the design index (Is value and If value in this example) and the value of the design index are displayed. In the D zone located on the right side, numerical values relating to calculation of estimated construction costs such as the number of reinforcements, and numerical values (amounts) of estimated construction costs are displayed. Zone E in the center displays and modifies performance values (strength, toughness index, and values related to these calculations) of newly added structural materials such as thickened walls, thickened walls, opening closures, and steel braces. is. The F zone located below it contains numerical values related to the performance of individual existing members in the building (strength, toughness index, and numerical values related to this calculation) related to the calculation of design indices, and numerical values related to the SRF construction method (strength, toughness index). , and numerical values related to this calculation) are displayed and changed. Numerical values for each location (floor, street) and numerical values for each group based on the toughness index (F-value) are displayed in correspondence with the current state and after repair (improved performance of existing member).

Of these zones, E zone is used only when adding new structural materials such as thickened walls, thickened walls, opening closures, and steel braces. Therefore, the designer enters the reinforcement items and main specifications in the F zone, confirms changes in strength for each group, changes in design indicators, and changes in the estimated construction cost, and, if necessary, in the E zone It is possible to add new structural members and obtain reinforcement item placement that gives the optimum design index and approximate construction cost.

4 to 10 are diagrams showing display examples of display items and contents in each zone shown in FIG. 3 of the operation screen of the program (EP4) of the present invention. The EP4 operation screen is created on Microsoft Excel (registered trademark), but can be created in other formats. The operation screen is in a tabular form, and is composed of columns for displaying names of display items and columns for displaying numerical values corresponding thereto. In particular, the indications indicated by the numbers enclosed in the squares are as follows:
1: Loading integrated structure calculation data File selection window 2: Input data generation button for diagnosis software (diagnosis calculation conditions after change, sign of reinforcing member, position, etc.), diagnosis software: commercial program used by designers for seismic diagnosis (Manufactured by Union System, Structural Software, Structural System, etc.)
3: Grouping toughness index switching input field (Union system, structural software, grouping of seismic diagnosis software of structural system companies, arbitrary grouping, etc.)
4: Calculation method switching column for strength contribution coefficient in Is calculation (selection: each member, minimum value of group, minimum value of each group for columns and walls)
5: Input field for switching the shape index calculation method (2017 version A method, 2017 version B method, etc.)
6: Eo aggregate maximum F value input field 7: Increased strength (required strength against Iso) display field (positive value if Is ≥ Iso, negative value if Is < Iso)
8: Is value calculation result display mode switching selection field (options: X direction positive/negative force, Y direction positive/negative force, XY direction minimum value)
9: Ultimate strength Qu display switching input field for each F value group (options: composition ratio, total)
10: Ultimate strength Qu total display column for each F-value group 11: Ultimate strength Qu composition ratio display column for each F-value group 12: Collapse risk (If value) display column 13: SRF reinforcement quantity, slit length, amount display Field 14: Conventional reinforcement quantity/amount, finish restoration dismantling, etc., expense, amount (total) display field 15: Force direction switching display field 16: Target performance (Qu, F) input field 17: Achieved performance display field (Qu , F)
18: Specified condition input column 19: Achieved performance detailed information display column (SRF method)

The operation of EP4 will be described below with reference to FIGS. A seismic diagnosis is carried out prior to retrofitting design. If seismic diagnosis has already been carried out by others, it is also possible to use this result. If the seismic diagnosis has not yet been carried out, the designer reads information such as the specifications of the building to be refurbished from drawings, etc., and inputs the information into integrated design software. In addition, seismic diagnosis conditions such as aging indices are input into the seismic diagnosis software, and the current Is value is calculated (seismic diagnosis). As a result, if the Is value is less than the reference value (Is ₀ ), the designer outputs the numerical values necessary for Is value calculation from both softwares and selects the input file in column 1 of FIG. , press the execution button to enter this program (EP4).

This program receives the above input, displays the diagnostic conditions in the A zone of EP4 (see Fig. 3), calculates the current Is value, and counts the results of Qu according to the grouping F value (composition ratio, total) is displayed in the C zone for each floor and for each direction of force application. In addition, in the current condition column of the F zone, the strength, toughness index, etc. are expanded and displayed for each floor, each street, and each direction of force application. After confirming that this matches the output value of the seismic diagnosis software and that there is no significant difference, the designer will start the retrofitting design using this system.

The designer expands and displays the Is value of C zone of EP4, the aggregate result of Qu according to grouping F value (composition ratio, total), and the current status column of F zone for each floor, each street, and each force direction. It is possible to arrange the reinforcement work items and main specifications by looking at the strength etc. obtained. Also, by inputting the target performance (Qu, F), it is possible to confirm the realization performance closest to the conditions. Furthermore, by inputting the specified conditions for each member, it is possible to design repairs that focus on structural weaknesses. For example, for columns and walls with a small toughness index, column reinforcement and wall reinforcement by the SRF method can be performed by entering a numerical value in the SRF reinforcement related numerical input column of column 18 (specified condition (SRF)) in Fig. 9. EP4 can be instructed. In addition, if necessary, it is possible to arrange additional walls and thickened walls, reduce the opening of existing walls, close them, and place steel braces. The increase in the strength and toughness index of each member due to the arranged construction items is displayed in the realized performance column, which is column 17 in FIG. The resulting increase in Is value is displayed in the C zone of FIG. This program recalculates the shape index and recalculates and displays the Is value, including when the weight and rigidity change depending on the construction item. In the case of F = 1.0, which is necessary for the insufficient strength shown in the seismic retrofitting design guideline (see Non-Patent Document 3), that is, the Is value to satisfy the standard value (Is ₀ ), the amount of increase in strength is Since it is displayed in the same zone each time, the designer can additionally arrange construction items that match this.

In addition, as mentioned above, this system has the function of presenting the minimum main specifications to realize the construction items and the target strength or toughness index, so the designer can design the structural slits. Design by minimizing construction items such as length, maximum and minimum length, thickness of high ductility material, maximum and minimum thickness, thickness of extension wall, maximum and minimum thickness It is possible to easily find the reinforcement content that clears the reference value of the index.

Furthermore, since this program calculates and displays the approximate construction cost according to the conditions of the reinforcement work and the main specifications of the construction item, the designer can It is possible to determine the construction items, specifications and layout that realize the minimum cost. Alternatively, even if the target Is value is not satisfied, it is possible to determine the arrangement of construction items according to the client's budget.

Furthermore, since this program displays the values of two design indices, the structural seismic resistance index (Is value) and the degree of risk of collapse (If value), the designer can set the Is value to the standard value according to the owner's budget. In the sense that the If value falls below the reference value, it is also possible to propose a repair design that measures collapse prevention even if it is not cleared.

After determining the optimum construction arrangement, the designer instructs this program to provide the construction item arrangement and main specifications to the seismic diagnosis software and integrated design software, and the resulting changes in strength, toughness index, weight, and rigidity. Create data to be entered directly. Designers can input these data into seismic diagnosis software and integrated design software to carry out verification calculations, and use the output to create calculation sheets for seismic retrofitting design.

The building to be reinforced is the T Elementary School building completed in 1976 (extended in 1981) with three floors above ground and one floor penthouse. It is divided into A building, B building, and C building by EXP.J, and C building is an extension part. All three buildings are of the one-sided corridor type, and have a structure centered on independent columns or columns with spandrel walls and hanging walls. Among them, the renovation design of Building A will be explained as an example. There are 11 spans in the girder direction and 3 spans in the inter-beam direction. FIG. 11 is a plan view of the first and second floors. FIG. 12 shows two and four frame diagrams of the embodiment, FIG. 13 is a legend for FIG. 11, and FIG. 14 is a reinforcement position frame diagram of the embodiment. From 2010 to 2011, a total of 17 columns, 10 on the first floor and 7 on the second floor, were reinforced by the SRF method to prevent the floor from collapsing during a major earthquake.

In 2014, a seismic diagnosis was performed using SuperBuild (registered trademark)/ss3, which is integrated design software manufactured by Union, and SuperBuild (registered trademark)/RC Diagnosis 2001, which is the same company's diagnostic software. Table 2 shows the Is value described in the seismic diagnosis report and numerical values related to this calculation. The determination formula 5 in the table is the formula number in the seismic diagnostic criteria, and corresponds to formula 7 in this specification.

According to this, the Is value of this building is below the standard value (0.7) on the 1st floor in the X direction and the 1st to 3rd floors in the Y direction. It is In this specification, the seismic retrofitting design work using EP4 for the 1st floor will be explained. The same is true for other floors.

First, in the upper left area of the operation screen A zone (see FIG. 3) of EP4, specify the data output from the diagnostic software and integrated design software, and read them into EP4 with the execution button. Then, the read content is displayed in each item column of each zone of the operation screen of EP4. FIG. 15 shows the entire operation screen at this time, FIG. 16 shows the diagnostic criterion calculation conditions, and FIG. 17 shows the Is value and the like. The designer can change the display range as appropriate using Excel functions such as filtering and scrolling. The Is value displayed in the C zone of EP4 (see FIG. 3) is the result of calculating the diagnostic criteria 2017 version and the shape index using the 2017 version A method, and the result of SuperBuild (registered trademark) / RC diagnosis 2001. match. The Is values described in the diagnostic report in Table 2 are the results of the 2001 edition of the diagnostic criteria and the 2001 edition of the shape index, B method, and therefore do not match the results of FIG. 17 . Also, in the F zone of EP4 (see Fig. 3), numerical values related to Is value calculation for each member are displayed (see Fig. 17), and these match the output data of the diagnostic software and integrated design software. The designer can appropriately confirm that there is Also, from the bottom diagram of FIG. 17, it can be seen that the current If value displayed on EP4 is ∞ on each floor. This indicates that the risk of collapse due to axial compression failure of the column is extremely high. The collapsing risk of each column (verification ratio to the axial force at the time of earthquake) is displayed in the if column of the E zone (see Fig. 16). EP4 has the function of always automatically judging the collapse risk of individual columns. If the axial force can be redistributed in one vertical and horizontal span of the target column, "redistribution" is displayed in the if column of FIG. If the target column has a structurally effective wall attached to it in the direction of force application, it is displayed as "wall", and if it is attached in a direction perpendicular to the direction of force application, it is displayed as "with wall". In addition, EP4 has a function to reflect and display the result in each calculation if the seismic diagnosis condition (A zone) and the seismic retrofitting design condition (B zone) are changed.

Next, in 2011, using the collapse risk (If value) as a design index, the thickness, adhesive, and high ductility material type of the SRF column reinforcement that has already been constructed to prevent collapse are specified in the specified conditions (SRF) column ( F zone). If you omit the input for the adhesive and high ductility material type, the default value will be adopted. Since the input value is the default value this time, enter only the reinforcement thickness. 19 and 20 show the operation screen of EP4 (zones C to E) after completion of input. It can be confirmed that the collapse risk (If value) displayed in the C zone is less than 1.0 and the collapse risk is greatly reduced by the reinforcement.

Subsequently, improvement of the Is value in the first-floor column direction (Y direction) is started. Focusing on the Qu distribution in the row direction (Y direction) and the classification by fracture type (C zone center) in the upper diagram of FIG. I understand. In addition, when looking at the classification by failure type with an F value of less than 2, there are members that can be evaluated as seismic walls, such as extremely brittle columns, shear columns, bending columns, columns with bending or shearing wing walls, and walls with bending or shearing columns. It turns out that it does not (see the lower diagram of FIG. 21). Therefore, by increasing the number of members with an F value of 2 or more through column reinforcement using the SRF construction method, we will attempt to increase the Is value above the standard value. Enter a target F value of 2.0 in the target performance column (F zone). As a result, it was confirmed that the Is value exceeded the reference value. 22, 23, and 24 show operation screens of EP4 at this time. Note that EP4 internally calculates the required internal height and required SRF reinforcement thickness for the positive and negative applied forces for the target performance entered by the user, and returns the maximum values. In other words, the user only needs to input the target performance in the direction of positive or negative force, and the Is value in zone C rises at the same time with positive force and negative force. EP4 also calculates the Is and If values at the same time. The 1st floor 2-frame M-pillar and N-pillar have a staircase landing in the middle of the floor in the staircase room. Therefore, it is necessary to set the upper limit of the slit length. The 1st floor 2 frame M column has a maximum slit length of 700mm (from the existing opening end to the top of the foundation beam), and the 1st floor 2 frame N column has a maximum slit length of 2000 mm (from the edge of the stair landing to the top of the foundation beam). ) to enter the slit length, pointing to EP4. Next, the pillars of the 1st floor 4 frame L axis are SRF reinforced with a thickness of 5 mm. As a result of performing SRF reinforcement with a target F value of 2, the required reinforcement thickness was calculated to be 2.5 mm. In the case of 2.5 mm, the If value exceeds 1.0, so in order to make it less than 1.0, a reinforcement thickness of 5 mm was specified in the specified conditions (SRF) of the F zone. As a result, the If value is also designed to be less than 1.0. In this way, the user can freely adjust at the member level according to the target performance from the automatic calculation result of EP4. Next, looking at the Qu distribution in the inter-beam direction (X direction) in the upper diagram of FIG. 25, it can be seen that nearly 60% of the yield strength exists in the group of F=1.0. Also, looking at Qu, which is the classification according to the failure type of the group of F=1.0, it can be seen that there are many bending or shearing column type walls with Qu of 1,000 kN or more. Therefore, an attempt is made to increase the Is value above the standard value by making the semi-earthquake-resistant wall smaller by reducing the opening and reinforcing the SRF wall at the same time. Earthquake-resistant walls by reducing the opening of the semi-earthquake-resistant wall and SRF wall reinforcement will be performed in the E zone of EP4. As a result, the Is value could exceed the reference value. It can also be seen that the eccentricity is improved and the shape index is increased (see FIGS. 26 and 27). This completes the reinforcement of the first floor. Similarly, the second floor can be reinforced. Final results are shown in FIGS. The Is value exceeds the reference value at all floors and directions. For the shape index, the 2017 version A method and B method were switched and compared in the B zone, and the B method was selected as being advantageous in the Y direction. In addition, the direction of applied force (+, -) indicates the direction in which the Is value is small. 30 and 31 are plan views of the final reinforcement position, and FIGS. 32 and 33 are final frame views.

Claims (6)

In order to support the seismic retrofitting design of existing buildings,
an input means for inputting calculation results obtained through the integrated design program and the seismic diagnosis program for the existing building as an input 1 and information on the seismic retrofitting design as an input 2;
The calculation process and results of the seismic design index are read out from the storage means holding the input information from the input means and displayed in a list, and are read from the storage means as data for input to the integrated design program and the seismic diagnosis program. output means for reading and outputting information on the seismic retrofit design;
A seismic retrofit optimal design support program characterized by functioning as In the output means, in addition to the main specifications, reinforcement method and specifications of the vertical members input from the input means, the structural seismic index (Is value) such as strength and toughness index and the collapse risk (If value) are calculated. 2. The seismic retrofit optimal design support program according to claim 1, wherein related numerical values are listed for each location (floor, street) in the building, direction of application of seismic force, and for each group according to the toughness index for the current state and post-renovation. . 3. The optimal seismic retrofitting according to claim 1 or 2, wherein said output means calculates and displays changes in each of said numerical values according to reinforcement items and main specifications input and arranged for locations (floors, streets) in the building. Design support program. In the output means, the achievable strength, toughness index and reinforcement according to numerical values of the reinforcement method, target strength, toughness index and reinforcement specification constraint conditions input for the location (floor, street) in the building 4. A support program for optimal design of seismic retrofitting according to any one of claims 1 to 3, wherein specifications are output, and Is and If values are calculated and displayed accordingly. In the output means, for members whose internal length h0 can be changed by installing seismic slits, such as columns with waist walls, columns with hanging walls, etc., the optimal Calculate the earthquake-resistant slit length and the reinforcement specifications (thickness of reinforcing material and type of adhesive) by the SRF method, output together with the achievable strength and toughness index, and calculate the Is value and If value accordingly. 5. The support program for optimal design of seismic retrofitting according to any one of claims 1 to 4 to be displayed. 6. The seismic retrofit optimal design support according to any one of claims 1 to 5, wherein input data reflecting the content of the retrofit work is created and input to said integrated design program and said seismic diagnosis program via said input means. program.

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