Comparative Analysis Study Of ATC-40 and SNI 1726-2012 Guidelines for Beam Structure Performance and Column Trans Studio Apartments Applications Using Dynamic Response Spectrum Analysis Methods

The earthquake that often hit Indonesia caused thousands of lives and caused damage to buildings. These earthquakes often occur because Indonesia is in two regions, namely the Pacific earthquake path (Circum Pacific Earthquake Belt) and the Asian earthquake lane (Trans Asiatic Earthquake Belt). Earthquake disasters cause damage to building structures. When an earthquake occurs, it is expected that the building can accept earthquake force at a certain level without significant damage to its structure. In general, earthquake analysis is divided into two major parts, namely static earthquake analysis and dynamic earthquake analysis. In buildings that are very high, irregular, multilevel and buildings that require enormous accuracy are used dynamic analysis planning, which consists of a variety of spectral response analysis and dynamic time response dynamic analysis. This study aims to determine the building's security in terms of displacement, drift and base shear. The method used is a dynamic analysis of the response spectrum using the ETABS program. The maximum total drift in the X direction is 0.0200475 m and in the Y direction is 0.020405 m, so the building is safe against ultimate boundary performance (0.02h) and service boundary performance {(0.03 / R) x h}. So that the displacement in the building does not exceed the maximum displacement, the building is safe from earthquake plans.


Introduction *
Natural disasters are natural events that can occur at anytime and anywhere and in unexpected periods. Natural disasters also cause negative impacts such as material and non-material losses for people's lives.
Earthquake planning on the Trans Studio Cibubur Apartment building uses SNI 1726-2012 regulations. Evaluation of the structure is needed to determine the security of the building structure. This regulation is used to determine the design parameters for earthquake risk, earthquake risk.
In this analysis research method uses the earthquake response spectrum plan as a basis for determining the response. In the spectrum response analysis is only used to determine the shear force of the nominal dynamic level due to the effect of the earthquake plan. Internal forces in building structure elements are obtained from 3-dimensional analysis based on equivalent static earthquake loads.Manuscripts should be written in English. Invited contributions may exceptionally be in Portuguese. This template for preparation of manuscripts for Cienc. Tecnol. Mater. should be followed.

Stages of Analysis
Make a spectrum response curve based on various lateral force distribution patterns, especially those equivalent to the distribution of the inertia force, so that it is expected that the deformation that occurs is almost the same or close to the deformation that occurs due to an earthquake. Because the nature of the earthquake is uncertain, several lateral loading patterns need to be made to get the most decisive conditions. The estimated magnitude of lateral displacement during planned earthquake (displacement target). The control point is pushed up to the level of displacement, which reflects the maximum displacement caused by the intensity of the specified earthquake plan.
Evaluating the level of structure performance when the control point is precisely at the target displacement: is the main thing of performance-based planning. The structural components and their behavioral actions can be considered satisfactory if they meet the criteria that were set from the start, both for deformation and strength requirements. Because the components evaluated are relatively large in number, therefore this process must be done entirely by the computer.

Earthquake Loads
Based on SNI 1726-2012, the earthquake loading for this building located in Harjamukti, Depok has the following data.

Risk Categories and Priority Factors
The function of the building as a Residential Apartment. Based on table 1 and table 2 of SNI 1726-2012, the risk category value = II and the priority factor (Ie) are obtained as 1.0

Site Class
Due to limited data, this report uses the type of soil used as stated in the as-built drawing, namely soft soil. In table 3 SNI 1726-2012 soft soil is categorized as SE.

Earthquake Parameter Value
The earthquake parameter values are taken from the Indonesian spectra Design online application which can be accessed through http://puskim.go.id/Aplikasi/desainspektraindonesia2011 on January 3, 2020, by inputting the name of the city or the coordinates of the location of the building site type of soft rock.

Seismic Design Category
The building seismic design category is taken from the value of the acceleration response parameter in the short period (SDS) and the acceleration response parameter in the 1 second period (SD1). Based on table 4.3, the SDS value = 0.501g and SD1 = 0.211g are obtained. Then the seismic design category is determined based on the table 3.

Structure System
The existing structural system in principle uses a frame system to hold gravity loads, while lateral loads caused by earthquakes are shouldered using a bending mechanism. The moment bearing frame system is divided into three namely SPRMB (Ordinary Moment Resisting Frame System) SPRMM (Order System Medium Moment Bearer, SPRMK (Special Moment Bearer Frame System). The structure reviewed in this study has a D type seismic design category then based on table 4.6 the coefficient of response modification obtained (R), the strength of the system over (Ω0), the deflection magnification factor (Cd). The structural parameter data for the earthquake barrier system is as table 4. The structural system used in this building is a medium moment reinforced concrete frame system. Based on the discussion in table 4, the parameter values of R, Ω0, Cd are respectively 8, 3, 5 ½.

Make a Combination Load
In the ultimate design, the load combination given to the building structure must refer to SNI 1727: 2013 so that the load combination given to the building is a combination of 1 to a combination of 18. To facilitate the calculation of reinforcement, 1 (one) Gravity load is added with a value of 1.

Fundamental Natural Vibration Time (T)
Following SNI 1726-2012 earthquake regulations article 7.8.2 for determining the period of natural vibration structure (T) using the following coefficients: a. Period Upper Limit Coefficient  Approximate parameter C t adalah 0.0466 a Approximate parameter x adalah 0.9 a. The period of fundamental approach (T a ) in second can be determined by the following equation: T a = C t h n x T maks = C u . T a atau T a < T max = C t x h n x x C u where: C t and x = coefficient based on the type of structure used c. The natural period values from the ETABS program results are as follows :

Results and Analysis
Based on SNI 1726: 2012 earthquake 7.8.6 in the determination of intersections between floors the design level (∆) must be calculated as the difference in deflection at the center of mass at the top and bottom levels reviewed. Deflection of the center of mass at x (δx) (mm) must be determined according to the following equation: with : C d = The magnification factor of deflection amplification is determined by the type of earthquake retaining structure chosen (SRPMK = 8).

Δxe = deflection at the required location (mm). Ie
= earthquake priority factors, (Risk category II = 1) Type of structure is a structure using shearwall, so the intersection between permit floors ∆ a ∆ a = 0.015 x h sx /ρ Following are the displacement data from ETABS 2017:

Structural Performance Evaluation According to ATC-40
According to the ATC-40, the drift ratio limit is as follows:

Conclusions
After analyzing using the spectrum response method in chapter 4, the writer can draw the following conclusions: 1. Drift between X and Y directions is declared safe against service boundary performance. 2. Drift between X and Y directions is declared safe against Ultimate boundary performance.
3. The results of the maximum displacement X-direction obtained 0.0200475 m and Y direction obtained 0.020405 m so that it still meets the maximum limit [(0.015hsx) / ρ] = 0.71615 m. 4. According to the ATC-40 performance level based on Dynamic Analysis of Response Spectrums in the X and Y direction the building performance level is Life Safety.