A SYSTEM AND METHOD THAT ENABLES RAPID BUILDING DAMAGE ASSESSMENT AFTER AN EARTHQUAKE.

Abstract

The invention relates to a system and method for informing individuals about damage to a building following an earthquake and evaluating the building's design. The system involves entering information such as the location, number of floors, and floor level of the building to be evaluated, as well as building structure information such as reinforced concrete load-bearing system, frame, shear wall, or hybrid system; then, the date and time of the earthquake are entered; acceleration data from an accelerometer is used; and the soil type of the dwelling is extracted from a previously prepared official soil information map. The short-period map spectral acceleration coefficient SS is read, and the soil type and location determined from the map are analyzed.After reading the spectral acceleration coefficient S1 from the map for a period of 0 seconds, these 15 pieces of information are intersected with local soil class tables to obtain local soil effect coefficients (Fs, F1). SS and S1, read via the local soil effect coefficients, are then converted into design spectral acceleration coefficients (SF: constant formula).

Description

1 TARIFF RAPID BUILDING DAMAGE ASSESSMENT SHOULD BE CARRIED OUT AFTER THE EARTHQUAKE. A SYSTEM THAT PROVIDES AND A METHOD FOR IT TECHNICAL AREA 5 The invention allows individuals to respond to damage to a building caused by an earthquake. an organization that provides information and evaluates the building's design It is related to the system and a method for dealing with it. STATE OF THE ART 10 Following the earthquake, the building underwent extensive engineering calculations. Performance status can be determined. However, this is a very time-consuming process. A large... Given the expected damage to many buildings after the earthquake, there is a very urgent need for... Even in buildings, this time will be even longer. In addition, engineering services In order to obtain this, all apartment owners must also want this situation. Article 15 Considering the circumstances, convincing all apartment owners of this situation. It might not be easy to do so. Because depending on the outcome, the building residents will suffer financially. The situation may not allow for relocation or structural reinforcement of the building. Earthquake Continuing to live in a building known to be damaged in a city that is at risk is also... This will create psychological pressure and anxiety in people. Another assessment 20 The method also involves rapid assessment techniques and street surveys. The results are general. as a result, predictions are made according to irregularities and regulatory years. It is based on, for example, irregularity according to rapid assessment methods. A detailed examination may not be necessary for a structure that does not yet exist and was built recently. However... Due to the same structural deficiencies, workmanship, and material shortcomings, etc., poor behavior during an earthquake is 25. It can be displayed. By looking from the outside, one can quickly see the building's condition during an earthquake. Predicting its behavior is very difficult. Extensive static calculations are required. Document number JP2009115650A states that "accurately assessing earthquake damage to a building, 30 To predict in a simple and easy way, the model will show when an earthquake occurs. The buildings M1-M3 receive detection data from sensor devices S1-S12. to analyze and generate earthquake damage data for model buildings 2 Includes analyzer 2. Model buildings are classified according to a predetermined category index. They are categorized into multiple model types. Earthquake analyzers include the following: a data storage section for storing earthquake damage data of model buildings 12; and a similar building, the earthquake damage of a model building of the same model type as Ei. the data, similar to the data stored in the data storage section, earthquake 5 of the building a section of earthquake damage estimation that requires damage data to be estimated 13. The result of estimating earthquake damage to model buildings is compared with that of other similar structures. It is summarized as "available." Document number JP4005004B2 states, "Damage to a building as a result of an earthquake is 10 an earthquake damage estimator that can predict the situation with high accuracy, to provide an earthquake damage estimation method and an earthquake damage estimation program. Therefore, multiple objects in the area where the building, which is an object for damage estimation, was constructed The earthquake wave can be phased multiple times by using random numbers. It is produced in a magnitude of 15 (step 200) and uses multiple earthquake waves produced. Response analysis is performed by the building model (steps 202, 204). Then, in the building The damage status of each element used is derived (steps 206, 208) and the earthquake The degree of damage caused to the building by the movement is estimated based on the extent of the damage (step). This is summarized as follows: "(210-218) and the estimation result is given as output (step 220)." Document number JP2011074714A, “Earthquake damage of a foundation structure A simple and quantitative way to estimate and evaluate earthquake damage. method, an earthquake damage estimation system and an earthquake damage estimation chart to present. This earthquake damage estimation method and prediction system is based on an existing foundation. The ground subsidence random variable 25 was obtained from the earthquake damage data of the structure. It is used as a barrier between the possibility of ground subsidence and damage to the foundation structure. the fragility curve showing the relationship (hereinafter referred to as the expression ratio) prepared based on the slope angle of the basic structure obtained from earthquake damage data. damage that corresponds to the purpose of damage estimation or more based on At least two damage modes are defined that describe the situation, and the defined damage is 30. A fragility curve is prepared that expresses the expression rate of each of the modes. Based on the prepared cumulative probability bar graph, the earthquake risk of the basic structure To estimate the degree of damage, optional ground subsidence damage. 3 cumulatively collecting and displaying expression rates based on modes This is summarized as: "A cumulative probability bar graph is prepared accordingly." Document number JP2008039446A, "Earthquake damage to a building" To evaluate this, a computer is run as follows: object region R, 5 The locations of object building A and numerous earthquake observation points C are 13, 19 and A map containing the damage ratio function 16 according to the seismic motion of building A. 14 is a storage device that stores 12; the object region is an engineering base of R. 1 is a seismic motion distance attenuation expression 21 and a surface ground 2 is a an earthquake motion that adjusts the earthquake motion amplification ratio distribution to 22 10 Characteristic adjustment tool 20; each observation point C represents an earthquake motion. observation value I represents the magnitude of an earthquake, M represents the location of the seismic epicenter, and B represents the location of the seismic epicenter. An input tool 25 that enters as earthquake information; the ground of object region R. The surface's seismic motion distribution P, seismic information I, M, B and earthquake motion attenuation distance expression 21 and earthquake motion amplification ratio distribution 15 A seismic motion distribution calculator that calculates from 22 to 30; a damage The calculation includes the earthquake motion distribution P, the location of building A (13), and the damage rate. The function means to calculate the damage Q of building A from 16; and an output The output is tool 40, map 14, earthquake motion distribution P, and damage Q. It has been summarized as "it means to give." 20 DEFINITION OF INVENTION The present invention eliminates the aforementioned disadvantages and the related technical a system developed to bring new advantages to the field and a related approach It is related to the method. 25 The purpose of the invention is to allow users to determine their location after an earthquake. by selecting it, it can determine the behavior of the building during an earthquake, thus enabling the building to The aim is to provide information about their behavior. Participation in the evaluation. by eliminating the need for the permission of all owners, everyone can individually 30 Within the scope of personal rights, no one is responsible for the behavior of the house they live in during an earthquake. They will be able to see without being in the building. Users using the application will be able to see the building they are in. Their information will be collected in the data system. Someone who wants to buy or rent a house... 4 The user searches for a house from the database based on the earthquake data entered by the previous user. They will be able to access the records, thus investing by seeing and knowing the earthquake behavior. will do so or continue to live. This is why it's also very popular on real estate websites. This will create significant awareness. The system developed for this purpose will be effective during an earthquake. Whether the building in question was constructed according to its design via telephone, 5 Therefore, it will also conduct a damage assessment. In practice, this is done via telephone. The earthquake moment will be selected later and the application will be run. The system will activate during the earthquake. the maximum acceleration recorded by the accelerometer inside or in smart devices It will record the elastic design obtained according to the earthquake regulations. The acceleration spectrum and the reduced design acceleration spectrum will be plotted. The plotted design is 10. The interval at which the maximum acceleration occurs, as recorded by the spectra. They will be compared. Ultimately, the acceleration occurring in the structure is greater than the reduced acceleration. If this occurs, it means the structure has not behaved according to the design. The acceleration in the structure... The reason it's larger than planned is because the structure sustained more damage than expected. Therefore, continuing to use this structure without thoroughly examining it is "unsafe". 15 This will happen. Even if the acceleration turns out to be smaller than the reduced acceleration, it will still be what is expected from the structure itself. It will be understood that it behaves in this way, and this means the structure is "safe". Suggested The application was carried out in accordance with regulations, and it has sufficient strength and rigidity. A planned structure was urgently evaluated after the earthquake; 20 people have been provided with safety measures in case of another earthquake or aftershocks in the future. will be. The developed program will take into account the local characteristics of the building and the magnitude of the momentum it receives. According to the reviews, the apartment is "unsafe - a detailed inspection should be carried out" or "safe - adequate". "He has shown resilience" will decide. After the earthquake, the phone app recorded 25 minutes from the stationary accelerometer during the earthquake. Seismic performance of the selected location according to the maximum acceleration value. will make its assessment. An accelerometer permanently installed in the residence will continuously measure It will store acceleration records in the x, y, and z directions in a local database. The system could include an accelerometer, as well as in smartphones and wearable technologies. 30 This can be done. After the earthquake, the user can access the application included in the system from their phone. It will open. It will show the date and time range of the earthquake, and later, the moment of the earthquake. It will select its location and floor level. The application has it in the repository. The program will read the maximum acceleration in m / s². The program will then read the ground value at the selected location. It will also read the type from the previously created ground information map. The program performs the calculations in the background by following the steps described below. It will begin. In this way; 5 *For the first time, a rapid acceleration based on the maximum acceleration recorded in the structure during an earthquake. An application that performs the evaluation will be used. *For the first time, the seismic behavior of living spaces was studied solely on an apartment basis. There will be an opportunity for evaluation. *To evaluate buildings, a survey of 10 apartment owners living in the same building is conducted. The disagreements will end, and each person will be able to evaluate their apartment individually. *The perception that the building did not have sufficient structural integrity after the earthquake. In this situation, the program will issue a warning, alerting the user and potentially causing aftershocks. This will prevent loss of life. *Data will be collected centrally, users will be able to find the building they are looking for in the last earthquake on page 15 They will be able to observe his behavior. This will allow them to decide whether or not to buy a house in the future. By observing the building's seismic behavior, prospective tenants can make informed decisions. They will be able to do so. It is believed that this will also reduce the loss of life. *For future studies, buildings that were recorded during the earthquake will be mapped. Colors will be assigned according to safety / unsafe status; earthquake zone 20 for the city and region. Hazard analysis reports can be generated. This will enable each city to develop emergency action plans. Plans can be easily drawn up. Drawings The present invention, briefly summarized above and discussed in more detail below, is 25 applications of the invention, example applications of which are depicted in the attached drawings. This can be understood by referring to the reference. However, the attached drawings are only typical of this invention. It describes the applications and inventions, and therefore, other equally effective ones. Since it may allow applications, it cannot be assumed that it limits its scope. It should be noted. 30 Figure 1; Horizontal Elastic Design Spectrum Figure 2; Vertical Elastic Design Spectrum (TBDY 2018). 6 To make it easier to understand, indicate the identical elements that are common to the shapes. Identical reference numbers have been used where possible. Figures are to scale. It is not drawn and can be simplified for clarity. The elements of an application and Its features are useful to other applications without needing further explanation. It is thought that it can be included in this way. 5 DETAILED EXPLANATION OF THE INVENTION This detailed explanation describes the system and the methodology related to the invention. preferred alternatives, solely for the purpose of better understanding the subject and It is explained in a way that will not create any limiting effects. 10 The invention is an application that resides on a server and allows the user to access it on a portable device. Access the application with a smart device or PC, and here, during an earthquake... Location information such as building, number of floors, and current floor, reinforced concrete, shear wall. Building construction characteristics, such as structure information, are entered into the application, and with this information, 15 acceleration data obtained from the accelerometer at the location and from the official ground map. The application, which receives information such as building ground conditions, performs calculations using various equations. and is characterized by performing building damage assessment by intersecting tables. It has been done. The invention will be evaluated in the system based on the location and number of floors of the buildings and residences. and information such as the floor level and the reinforced concrete load-bearing system, frame, shear wall or After entering building structure information, such as in a hybrid system, the date and time of the earthquake are entered. entering the information, the acceleration data obtained from the accelerometer, and the ground type of the house. with the withdrawal from the previously prepared official ground information map, in a short 25 The period map spectral acceleration coefficient SS is read and the soil type is determined from the map. and reading of the map spectral acceleration coefficient S1 for a period of 1.0 second for the location. Subsequently, this information is intersected with local soil classification tables to determine local soil effects. obtaining the coefficients (Fs, F1) and reading SS through local soil effect coefficients. and S1 are converted into design spectral acceleration coefficients. (SF: constant formula) 30 The invention consists of the system and the procedural steps of the related method, whereby; 7 1. The user runs the program on the server using a smart device to predict the earthquake. The current date and time range are selected. 2. The system includes and can be positioned anywhere in the home by the user. The location where the accelerometer recorded the data and the floor level—the number of floors in the building—are indicated; the selected location is marked. The maximum acceleration in the interval is obtained from this accelerometer. 5 3. The user examines the reinforced concrete load-bearing system at the location of the accelerometer. The system can be selected as a frame, a seamless curtain wall, or a hybrid (beam, column, curtain wall) system. 4. The program evaluates the soil type of the property being assessed based on a pre-determined data. It obtains ground information from official maps, such as those from municipalities. 5. The program uses the map created in step 4, the ground type determined in step 4, and 10 Step 2 determines the short-period map spectral acceleration coefficient SS for the specified location. reader. 6. The program uses the map created in step 4 to determine the ground type and... (the sentence is incomplete in the original Turkish text). Spectral acceleration of the map for a period of 1.0 second for the location determined in Step 2. S1 reads the coefficient. 15 7. SS and S1, read in Steps 5 and 6, correspond to the local soil class found in Step 4. Table Tables 1 and 2 are intersected, and the local ground effect coefficients (Fs, F1) are read. SS and S1, read in steps 5 and 6 via ground effect coefficients, are used in the design. Converted into spectral acceleration coefficients. (SF: constant formula) In Equation 1, the short-period map spectral acceleration coefficient (SS) read in step 5 is... local ground effect coefficient (FS) for the short period region read from Table 1. Multiplied; short-period design spectral acceleration coefficient (SDS) is obtained. Equation 2: SD1 = S1 . F1 (SF) Equation 2 and the spectral acceleration coefficient of the map for the 1.0 second period read in step 6. Local ground effect coefficient (F1) for a period of 1.0 second as read from Table 2 (S1) Multiplied; the spectral acceleration coefficient (SD1) of the map for a period of 1.0 second is obtained. 30 8 Table 1. Local Ground Influence Coefficients for Short Period Region (TBDY 2018). Local Ground Class Local Ground Influence Coefficient Fs for the short period region SS ≤ 0.25 SS =0.50 SS =0.75 SS =1.00 SS =1.25 SS ≥ 1.50 ZA 0.8 0.8 0.8 0.8 0.8 0.8 ZB 0.9 0.9 0.9 0.9 0.9 0.9 ZC 1.3 1.3 1.2 1.2 1.2 1.2 ZD 1.6 1.4 1.2 1.1 1.0 1.0 ZE 2.4 1.7 1.3 1.1 0.9 0.8 ZF performs site-specific soil behavior analysis. Table 2. Local Ground Effect Coefficients for a Period of 1.0 Seconds (TBDY 2018). Local Ground Class Local Ground Influence Coefficient Fs for the short period region S1 ≤ 0.10 S1=0.20 S1 =0.30 S1 =0.40 S1 =0.50 S1 ≥ 0.60 ZA 0.8 0.8 0.8 0.8 0.8 0.8 ZB 0.8 0.8 0.8 0.8 0.8 0.8 ZC 1.5 1.5 1.5 1.5 1.5 1.4 ZD 2.4 2.2 2.0 1.9 1.8 1.7 ZE 4.2 3.3 2.8 2.4 2.2 2.0 ZF performs site-specific soil behavior analysis. 8. The horizontal elastic design spectrum will be drawn. For this, firstly TA and TB 5 Horizontal design spectrum corner periods in Step 7 with Equations 1 and 2. It is calculated based on the calculated SDS and SD1, while TL is a constant displacement. The transition period to that region is taken as 6 seconds. Equation 3: Corner period (TA) of horizontal elastic design acceleration spectrum, 10 at Step 7. The spectral acceleration coefficient (SD1) of the map calculated using Equation 2 is compared with Equation 1. 0.2 times the ratio of the calculated short-period design spectral acceleration coefficient (SDS) equals. (SF) Equation 4: Corner period (TB) of the horizontal elastic design acceleration spectrum, step 7, 2. The spectral acceleration coefficient (SD1) of the map calculated using the equation is compared with Equation 1. It is equal to the ratio of the calculated short-period design spectral acceleration coefficient (SDS). (SF) 20 9 9. A horizontal elastic design spectrum is plotted. The horizontal axis of the spectrum is shown in seconds. the natural vibration period (T) on the axis and the acceleration due to gravity on the vertical axis. The spectral accelerations of the horizontal elastic design are plotted as Sæ(T). Equation 5: If the natural vibration period (T) of the structure is greater than or equal to zero, or 8.5 The horizontal elastic design acceleration spectrum calculated using Equation 3 in Step 3 is shown for the corner. If the period (TA) is less than or equal to; the horizontal elastic design spectral acceleration (Sæ) is 0.4 constant, natural vibration period (T) horizontal elastic design spectral acceleration (TA) 0.6 times the ratio is added; the total short period found with Equation 1 in Step 7. It is obtained by multiplying by the design spectral acceleration coefficient (SDS). 10 0 ≤ T ≤ TA (SF) Equation 6: If the natural vibration period (T) of the structure is 15, then using Equation 3 in Step 8... The calculated horizontal elastic design acceleration spectrum is greater than the corner period (TA). Horizontal elastic design acceleration calculated using Equation 4 in step 8 or equal to If the spectrum is less than or equal to the corner period (TB); horizontal elastic design spectral The acceleration (Sæ) is the short-period design spectral acceleration found in Step 7 using Equation 1. It is equal to the coefficient (SDS). 20 TA ≤ T ≤ TB (SF) Equation 7: If the natural vibration period (T) of the structure is equal to Equation 4 in Step 8... The calculated horizontal elastic design acceleration spectrum is greater than the corner period (TB) of 25. Transition to constant displacement region in equal or horizontal elastic design spectrum If the period (TL) is less than or equal to; the horizontal elastic design spectral acceleration (Sæ) is 7. The spectral acceleration coefficient (SD1) of the map found using Equation 2 in Step 2 is a structural natural element. It is obtained by dividing it by the vibration period. TB ≤ T ≤ TL (SF) Equation 8: If the natural vibration period (T) of the structure is horizontal elastic design If the transition period (TL) to the constant displacement region in the spectrum is greater than or equal to; Horizontal elastic design spectral acceleration (Sæ) map found using Equation 2 in Step 7. spectral acceleration coefficient (SD1) constant in the horizontal elastic design spectrum The product of the transition period (TL) to the displacement region and the structural natural vibration 5 It is obtained by dividing by the square of the period. TL ≤ T (SF) 10. Using the previous steps, the program will create a horizontal elastic design for each surface. It plots the spectrum and prepares the spectrum corresponding to the soil type determined in Step 4 for analysis. chooses (Figure 1). 11. The vertical elastic design spectrum will be drawn. For this, T AD and TBD will be considered first. The vertical design spectrum corner periods are calculated as follows: 15 Equation 9: Corner period (CPM) of the vertical elastic design acceleration spectrum, Step 8 The corner period of the horizontal elastic design acceleration spectrum calculated with Equation 3. (TA) is equal to 1 / 3. (SF) Equation 10: Vertical elastic design acceleration spectrum corner period (CPM), Step 8 The corner period of the horizontal elastic design acceleration spectrum calculated with equation 4. (TB) is equal to 1 / 3 of 25. (SF) Equation 11: Constant displacement region in the vertical elastic design spectrum The transition period (TLD) is a constant of 30 in the horizontal elastic design spectrum given in Step 8. It is equal to half of the transition period (TL) to the displacement zone. 11 (SF) 12. The vertical elastic design spectrum is plotted. The horizontal axis of the spectrum is in seconds. the natural vibration period (T) on the axis and the acceleration due to gravity on the vertical axis. The spectral accelerations of the vertical elastic design are plotted as SæD(T) (Figure 2). 5 Equation 12: If the natural vibration period (T) of the structure is greater than or equal to zero, then... The vertical elastic design acceleration spectrum calculated using Equation 9 in Step 9 is shown for the corner. If less than or equal to the period (TAD); the constant is 0.32, the vertical of the natural vibration period (T). The ratio of the elastic design acceleration spectrum to the corner period (TAD) is added as 0.48 times; 10 The total result is the short-period design spectral calculated in Step 7 using Equation 1. The vertical elastic design spectral acceleration (SæD) is obtained by multiplying it by the acceleration coefficient (SDS). It is done. 0 ≤ T ≤ TAD (SF) 15 Equation 13: If the natural vibration period (T) of the structure is equal to Equation 9 in Step 11... The calculated vertical elastic design acceleration spectrum is greater than the corner period (TAD). vertical elastic design acceleration calculated using Equation 10 in Step 11 or equal to If the spectrum is less than or equal to the corner period (CMP); in Step 7, Equation 1 is equal to 20. 0.8 times the calculated total short-period design spectral acceleration coefficient (SDS) It is equal to the vertical elastic design spectral acceleration (SæD). TAD ≤ T ≤ TBD (SF) Equation 14: If the natural vibration period (T) of the structure is equal to Equation 10 in Step 11. The calculated vertical elastic design acceleration spectrum is greater than the corner period (CPM). Vertical elastic design calculated using equation 11 in step 11 or equal to 11. the transition period to the constant displacement region (TLD) in the spectrum is smaller than If equal, the vertical elastic design acceleration spectrum corner period (CPM) of natural vibration is 30 The ratio of the period (T) to the total short period calculated with Equation 1 in Step 7. 12 vertical elastic design 0.8 times the product of the design spectral acceleration coefficient (SDS). It is equal to the spectral acceleration (SæD). TBD ≤ T ≤ TLD (SF) Steps 13, 11, and 12 will help the program create a vertical elastic design for each surface. It plots the spectrum and prepares the spectrum corresponding to the soil type determined in Step 4 for analysis. chooses (Figure 2). 14. According to the building's intended use at the location determined in Step 2, see Table 3 10 The Building Use Class (BKS) and Building Importance Factors (I) are read from it. Since the application will initially work for residential buildings, it will use buildings with I=1. It will include, accordingly BKS=3 will be taken. The application will be implemented in the future. With its development, the BKS value can be calculated according to all intended uses. Table 3. Building Use Classes and Importance Factors (TBDY 2018). Building Use class (BKS) Building Purpose Building Importance Coefficient (I) BKS=1 Post-earthquake use necessary buildings, people long-term and intensive The buildings in which it is located are valuable. buildings where goods are stored and buildings containing hazardous materials I=1.5 BKS=2 People have short-term and where it is densely located buildings I=1.2 BKS=3 Other buildings I=1.0 15. For the earthquake ground motion level-2 (BKS=3 and DD-2) obtained in steps 14 and 15, the calculation is 7. In step 1, the short-period design spectral acceleration coefficient was calculated using equation 1. Earthquake Design Classes (EDCs) are determined based on (SDS) (Table 4). 20 13 Table 4. Earthquake Design Classes (TBDY 2018). DD-2 Earthquake Ground Motion Level Short Period Design Spectral Acceleration Coefficient (SDS) Building Use Class BKS=1 BKS=2,3 SDS <0.33 DTS=4 a DTS=4 0.33 ≤ SDS < 0.50 DTS = 3 a DTS=3 0.50 ≤ SDS < 0.75 DTS = 2 a DTS=2 0.75 ≤ SDS DTS = 1 a DTS=1 16. The average building height (HN) is determined using the number of floors entered in Step 2. (Floor) (The average height is considered to be 3 m). Building height and 5 in Step 15. Building Height Class from Table 5 according to the determined Earthquake Design Classes (EDC). (BYS) is determined (Table 5). Table 5. Building Height Classes (TBDY 2018). Building height is defined according to Building Height Classification (BYS) and Building Height Classification (DTS). intervals (m) DTS=1, 1a, 2, 2a DTS=3, 3a DTS=4, 4a BYS =1 HN > 70 HN > 91 HN > 105 BYS =2 56< HN ≤ 70 70 < HN ≤ 91 91 < HN ≤ 105 BYS =3 42 < HN ≤ 56 56 < HN ≤ 70 56 < HN ≤ 91 BYS =4 28 < HN ≤ 42 42 < HN ≤ 56 BYS =5 17.5 < HN ≤ 28 28 < HN ≤ 42 BYS =6 10.5 < HN ≤ 17.5 17.5 < HN ≤ 28 BYS =7 7 < HN ≤ 10.5 10.5 < HN ≤ 17.5 BYS = 8 HN ≤ 7 HN ≤ 10.5 17. Structural System Behavior Coefficient (R), Strength Excess from Table 6. Coefficient (D) and allowed BYS are read (Table 6). Cast in place only. Reinforced concrete buildings have been included. Most of the existing structures here predate the 2018 regulations. Due to the lack of detailing and the years of construction, it is made of reinforced concrete. The buildings remain at a limited ductility level. Therefore, in Table 6, “A3. Ductility 15 "Limited level carrier systems" types have been accepted. In Step 3, the user carrier... The system type was selected according to this clause. 14 Table 6. Structural System Behavior Coefficient (R), Strength Redundancy Coefficients (D) (TBDY 2018). Step 18. Structural Behavior Coefficient obtained according to building characteristics in Step 17. (R), Strength Excess coefficient (D) and building importance 5 accepted in Step 14. Depending on the coefficient (I), the Earthquake Load Reduction Coefficient is calculated. Equation 15: If the natural vibration period (T) of the structure is equal to equation 4 in step 8... The calculated horizontal elastic design acceleration spectrum is greater than the corner period (TB). The Structural Behavior Coefficient (R), found in step 17, is accepted in step 14. The ratio of the building importance coefficient (I) to the seismic load reduction coefficient (Ra(T)) It gives. T > TB (SF) 5 Equation 16: If the natural vibration period (T) of the structure is equal to equation 4 in step 8... The calculated horizontal elastic design acceleration spectrum is smaller than the corner period (TB). If they are equal, the Structural Behavior Coefficient (R) found in step 17 is equal to the one in step 14. From the ratio of the accepted building importance coefficient (I), the strength found in Step 17 is 10 The excess coefficient (D) is extracted. The resulting value is the natural vibration period (T). In step 8, the horizontal elastic design acceleration spectrum calculated with equation 4 is shown for the corner. Multiply by the ratio of the period (TB) and add the strength excess coefficient (D). The resulting The result is equal to the Earthquake Load Reduction Coefficient (Ra(T)). T ≤ TB (SF) 19. On the elastic design acceleration spectrum drawn in steps 10 and 13. A reduced design acceleration spectrum is plotted. Equation 17: The vertical elastic design spectral acceleration calculated in step 12 is 20 (SæD) is the ratio of the earthquake load reduction coefficient (Ra(T)) calculated in step 18. It is equal to the reduced design spectral acceleration (SaR(T)). (SF) In reality, according to the design principles considered for the building, from the building The expected behavior is expressed in the reduced acceleration spectrum determined in Step 19. The earthquake represented by the elastic spectrum obtained in steps 10 and 13. Because the force is very large, the earthquake force acting on the building is determined in Step 17. Calculations are made by reducing the strength based on the excess strength and the building's behavior characteristics; the result is 30. The decision is made taking these two spectrums into consideration. 16 20. The Fourier Transform is applied to the maximum accelerations obtained in Step 2. 21. The acceleration and period, which describe the building behavior, were obtained in steps 20 and 19. The step involves examining where the specified elastic design acceleration spectrum falls. In step 20, the maximum acceleration obtained through the transformation is greater than the reduced acceleration. If it does, it means the acceleration acting on the building is greater than the design acceleration. This This situation also indicates that damage may occur. Continue using the building. "Unsafe" means that if the maximum acceleration is less than the reduced acceleration, the building... This means the incoming acceleration is smaller than the design acceleration. This situation also affects the building. It indicates that it is not being pushed to its capacity and the building is on the "safe" side. 10 The invention system incorporates all these process steps, including the user's building structural characteristics. after filling in the relevant information and receiving the acceleration data related to the earthquake from the accelerometer By performing intersection and equation calculations from the relevant tables, an output is obtained. It creates and presents it to the user. 15 25

Claims

17 REQUESTS 1- The invention enables rapid building damage assessment after an earthquake and... It is an application system located on the server, which quickly detects building damage. The feature that enables detection is a portable smart device 5 or accessing the application with a PC and here, at the time of the earthquake, the building they are in, Information such as the number of floors, the floor number, and building type (reinforced concrete, shear wall structure) Information such as building specifications is entered into the application, and this information is used to determine the location. Acceleration data from the accelerometer and building ground level data from the official ground map. The application, which receives information such as the status, performs calculations using various equations and 10 It performs intersections between the tables, here; • In Step 1, the user connects a smart device to the program on the server. by running it, it selects the date and time range at the time of the earthquake, • In Step 2, the system includes and the user can place it anywhere in the house. The location and floor level where the accelerometer recorded the data - floor 15 of the building. the number is marked and the maximum acceleration in the selected range is this obtained from the accelerometer, • In step 3, the user will examine the reinforced concrete structure at the location of the accelerometer. The system can be a frame, solid curtain wall, or hybrid (beam, column, curtain wall) structure. choosing structural features, 20 • In Step 4, the program determines the soil type of the property being evaluated beforehand. the ground information created is sourced from official institutions such as municipalities. taking it from the map • In step 5, the program uses the map created in step 4 to select the area defined in step 4. Ground type and short-period spectral map of location determined in Step 2. Reading the acceleration coefficient as SS, • In step 6, the program uses the map created in step 4 to determine the parameters defined in step 4. Map for ground type and location determined in Step 2 for a period of 1.0 second. It reads the spectral acceleration coefficient as S1, • In Step 7, SS and S1, which were read in Steps 5 and 6, correspond to the local ground level found in Step 4. Table 1 shows the local ground effect coefficients for the short-period region, and Table 2 shows the same data. Local ground effect coefficients are intersected for a period of 1.0 second, and the local ground The influence coefficients (Fs, F1) are read and, through local ground influence coefficients, 5. 18 And SS and S1, read in Step 6, are the design spectral acceleration coefficients SF: constant It is converted using the formula, where Equation 1 is the short period read in step 5. Map spectral acceleration coefficient (SS) and short-period region read from Table 1. The local ground effect coefficient (FS) is multiplied and the short-period design spectral Acceleration coefficient (SDS) and Equation 2 with a period of 1.0 second read in step 6. The spectral acceleration coefficient (S1) for the map is 1.0 second, as read from Table 2. The local ground effect coefficient (F1) is multiplied by the period; for a period of 1.0 second. The spectral acceleration coefficient (SD1) of the map is obtained. • In step 8, the horizontal elastic design spectrum is drawn; for this, TA and TB horizontal design spectrum corner periods Step 7, Equations 1 and 2 10 It is calculated based on SDS and SD1, and TL is the fixed value. The transition period to the change zone is taken as 6 seconds, where Equation 3 shows the corner period (TA) of the horizontal elastic design acceleration spectrum, 7. The spectral acceleration coefficient (SD1) of the map calculated using Equation 2 in Step 2, 1. The short-period design spectral acceleration coefficient calculated using equation 15 (SDS) is equal to 0.2 times the horizontal elastic design acceleration in Equation 4. The spectrum's corner period (TB) is the map calculated using Equation 2 in Step 7. The spectral acceleration coefficient (SD1) for the short period is calculated using Equation 1. It is equal to the design spectral acceleration coefficient (SDS) ratio. • In step 9, the horizontal axis of the horizontal elastic design spectrum is 20 seconds. natural vibration period (T), and the vertical axis in terms of gravitational acceleration. The spectral accelerations of the horizontal elastic design are plotted as Sæ(T), where Equation 5, if the natural vibration period (T) of the structure is greater than or equal to zero or 8. Horizontal elastic design acceleration spectrum calculated using Equation 3 in Step 3. If the corner period (TA) is less than or equal to; the horizontal elastic design spectral acceleration is 25 (Sæ), 0.4 constant, horizontal elastic design of natural vibration period (T). The ratio is added as 0.6 times the spectral acceleration (TA); in Step 7, with Equation 1. with the total short-period design spectral acceleration coefficient (SDS) found It is obtained by multiplying and with Equation 6, if the natural vibration period of the structure (T) Horizontal elastic design acceleration calculated with Equation 3 in Step 8 is 30 the spectrum is greater than or equal to the corner period (TA) or Equation 4 in Step 8. The horizontal elastic design acceleration spectrum calculated from the corner period (TB) If less than or equal to; the spectral acceleration of the horizontal elastic design (Sæ) is 1 in Step 7. 19 The short-period design spectral acceleration coefficient (SDS) is found using the equation. is equal to and in Equation 7 if the natural vibration period (T) of the structure, in Step 8 Corner horizontal elastic design acceleration spectrum calculated using equation 4. greater than or equal to the period (TB) or constant in the horizontal elastic design spectrum If the transition period to the displacement region (TL) is less than or equal to; horizontal elastic 5 The design spectral acceleration (Sæ) is the map found using Equation 2 in Step 7. by dividing the spectral acceleration coefficient (SD1) by the natural vibration period of the structure is obtained and in Equation 8, if the natural vibration period (T) of the structure is horizontal Transition to the constant displacement region in the elastic design spectrum. If the period (TL) is greater than or equal to; the horizontal elastic design spectral acceleration (Sæ) is 10 In Step 7, the map spectral acceleration coefficient (SD1) found using Equation 2 is calculated as follows: Transition to constant displacement region in the horizontal elastic design spectrum. the product of the period (TL) and the square of the natural vibration period of the structure It is obtained by dividing, • In step 10, using the help of the previous steps, the program will determine the horizontal elasticity of each surface. It outlines the design spectrum and belongs to the soil type determined in Step 4. selects the spectrum for analysis, • In step 11, the vertical elastic design spectrum is drawn; for this, first T AD is used. and TBD vertical design spectrum corner periods Equation 9 vertical elastic Design acceleration spectrum corner period (TAD), 20 in Step 8 with Equation 3. Calculated horizontal elastic design acceleration spectrum of corner period (TA) Equal to 1 / 3, Equation 10 Vertical elastic design acceleration spectrum corner The period (TBD) of the horizontal elastic design is calculated using Equation 4 in Step 8. The acceleration spectrum is equal to 1 / 3 of the corner period (TB) and Equation 11 Vertical The transition period to the constant displacement region in the elastic design spectrum is 25. (TLD) is constant in the horizontal elastic design spectrum given in Step 8. It is equal to half of the transition period (TL) to the displacement zone. is calculated, • In step 12, when drawing the vertical elastic design spectrum, the spectrum... The horizontal axis represents the natural vibration period (T) in seconds, and the vertical axis represents 30° vertical elastic design spectral accelerations in terms of gravitational acceleration SæD (T) It is drawn as follows, where Equation 12 is if the natural vibration period (T) of the structure greater than or equal to zero, or vertical elasticity calculated with Equation 9 in Step 11. If the design acceleration spectrum is less than or equal to the corner period (CPM), then the constant is 0.

32. vertical elastic design acceleration spectrum of natural vibration period (T) corner The ratio of the period (TAD) is multiplied by 0.48; the total result is in Step 7, Section 1. Short-period design spectral acceleration coefficient (SDS) calculated using the equation. Multiplying by , the vertical elastic design spectral acceleration (SæD) is obtained, and 5 Equation 13 if the natural vibration period (T) of the structure is Equation 9 in Step 11. The vertical elastic design acceleration spectrum calculated from the corner period. (TAD) greater than or equal to, or vertical elasticity calculated with Equation 10 in Step 11. If the design acceleration spectrum is less than or equal to the corner period (CPM); in Step 7 1. The total short-period design spectral acceleration calculated using the equation is 10. vertical elastic design spectral acceleration (SæD) is 0.8 times the coefficient (SDS) Equation 14 is equal to if the natural vibration period (T) of the structure is in Step 11. The vertical elastic design acceleration spectrum calculated using Equation 10 is shown for the corner. greater than or equal to the period (TBD) or calculated with Equation 11 in Step 11 Transition to constant displacement region in the vertical elastic design spectrum 15 If less than or equal to the period (TLD); the vertical elastic design acceleration spectrum corner The ratio of the vibration period (TBD) to the natural vibration period (T) is 1 in Step 7. The total short-period design spectral acceleration coefficient is calculated using the equation. (SDS) multiplied by 0.8 times the vertical elastic design spectral acceleration (SæD) equals 20 • In step 13, using steps 11 and 12, the program calculates the vertical orientation for each floor. It outlines the elastic design spectrum and belongs to the soil type determined in Step 4. selects the spectrum for analysis, • In Step 14, the building usage located at the location determined in Step 2 will be considered. According to its purpose, Building Use Class (BKS) and Building Importance 25 are listed in Table 3. The coefficients (I) are read and the application is initially for residential type buildings. Since it will be used, buildings with I=1 are used and accordingly BKS=3 is taken. • In step 15, the earthquake ground motion levels BKS=3 and DD-2 obtained in step 14 are used. Short-period design spectral calculated with equation 1 in step 7 for 2. Earthquake Design Classes (DTS) based on acceleration coefficient (SDS) Table 30 It is determined in 4. • In step 16, the number of floors entered in step 2 and the average building height are entered. is determined (HN) (The floor height is assumed to be an average of 3 m) and the building 21 height and according to the Earthquake Design Classes (EDCs) determined in Step 15 Building Height Class (BHS) is determined from Table 5. • In step 17, the Structural System Behavior Coefficient (R) is calculated according to Table 6. The Strength Excess coefficient (D) and the allowed BYS are read and available here. Since most of the buildings were constructed before the 2018 regulations, the detailing is 5. Due to their deficiencies and construction age, reinforced concrete buildings have limited ductility. remaining at the level of "A3. Limited ductility load-bearing systems" types. It has been accepted and in Step 3, the user selects the carrier system type accordingly. selection, • Step 18: Step 17, Structural System 10, chosen according to building specifications. The Coefficient of Behavior (R) and the Excess Strength Coefficient (D) are accepted in Step 14. Earthquake Load Reduction depending on the building importance factor (I) The coefficient is calculated, where Equation 15 is used if the structure's natural vibration The period (T) is the horizontal elastic design acceleration calculated in step 8 using equation 4. If the spectrum is greater than the corner period (TB), then Carrier 15 is found in step 17. The System Behavior Coefficient (R) is the building importance accepted in step 14. The ratio of coefficient (I) to the Earthquake Load Reduction Coefficient (Ra(T)) gives the Earthquake Load Reduction Coefficient. With equation 16, if the natural vibration period (T) of the structure is, then in step 8, equation The horizontal elastic design acceleration spectrum calculated with a value of 4 is from the corner period. If (TB) is less than or equal to, the Structural Behavior Coefficient found in step 17 is 20. (R) is the ratio of the building importance coefficient (I) accepted in step 14, 17. The excess strength coefficient (D) in the step is subtracted. The resulting value is natural. The horizontal elastic vibration period (T) is calculated using equation 4 in step 8. The strength is calculated by multiplying the design acceleration spectrum by the ratio of the corner period (TB). The excess coefficient (D) is added. The resulting value is Earthquake Load Reduction 25. the coefficient (Ra(T)) is equal to, • In step 19, the elastic design acceleration spectrum plotted in steps 10 and 13... A reduced design acceleration spectrum is plotted on it, where Equation 17, The vertical elastic design spectral acceleration (SæD) calculated in step 12, 18. The ratio of the earthquake load reduction coefficient (Ra(T)) calculated in step 30 is equal to the reduced design spectral acceleration (SaR(T)) and the building is considered The expected behavior of the building according to the design principles is 19. The reduced acceleration spectrum determined in the step is expressed as 10 and 13. 22 The earthquake force represented by the elastic spectrum obtained in the steps is very Because it is large, the earthquake force acting on the building is not as determined in Step 17. Calculations are made by reducing the strength based on the excess strength and the building's behavior characteristics. and the result should be given taking these two spectra into consideration, • In step 20, the Fourier Transform 5 is applied to the maximum accelerations obtained in step 2. to be done, • In step 21, the acceleration obtained in step 20, which describes the building behavior, and Where in the elastic design acceleration spectra specified in step 19 of the period Considering that it fell, the maximum acceleration obtained with the transformation in step 20. If the acceleration acting on the building exceeds the reduced acceleration, then the acceleration acting on the building is design 10. This means that it has exceeded its acceleration, and in this case, the damage... the knowledge that it could be and continuing to use the building is “unsafe” the warning is displayed or the maximum acceleration is less than the reduced acceleration If this happens, it means the acceleration acting on the building is smaller than the design acceleration. the statement that it arrived and that the building was not strained to its capacity in this situation 15 The process involves several steps to ensure the building is labeled "safe". 2- It is a system according to Claim 1, and its characteristic is; the building to be evaluated and Information such as the location of the residences, the number of floors, and the floor they are on, as well as the reinforced concrete structure. information about building structures such as load-bearing systems, frames, walls, or hybrid systems After entering the information, the date and time of the earthquake are entered, and the 20 readings from the accelerometer are taken. acceleration data and the previously officially prepared ground type information for the residence. Extraction of the short-period map spectral acceleration coefficient SS from the information map by reading and determining the ground type and location from the map, for a period of 1.0 second. After reading the spectral acceleration coefficient S1 on the map, this information is used to determine the local ground conditions. Local ground effect coefficients (Fs, F1) are obtained by intersecting the class tables and Local 25 SS and S1, read via ground effect coefficients, represent the design spectral acceleration. It is the conversion of coefficients using a constant formula. 3- It is a system according to Claim 1, and its characteristic is that acceleration information is transmitted to the system during an earthquake. from the accelerometer it contains and which is located in the building to be evaluated It can be obtained from accelerometers in smart devices as well as from other sources. 30

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