p–ISSN: 2723 - 6609 e-ISSN: 2745-5254

Vol. 4, No. 8, August 2023 http://jist.publikasiindonesia.id/

Doi: 10.59141/jist.v4i8.700 1223

COMPARATIVE STUDY OF DYNAMIC EARTHQUAKE ANALYSIS WITH

SPECTRAL DESIGN AND TIME HISTORY METHODS

Nugraha Eka Saputra

, Yulita Arni Priastiwi

Diponegoro University Semarang, Indonesia

Email: [email protected]

[email protected]

*Correspondence

INFO ARTIKEL

ABSTRACT

Accepted

: 11-08-2023

Revised

: 19-08-2023

Approved

: 20-08-2023

Earthquakes are natural events that cannot be prevented by humans and

their occurrence is very difficult to predict. In civil engineering,

especially in the structural field, earthquake loads are a major problem

in planning economical and safe building structures. This study aims to

determine the comparison of earthquake structures with the Response

Spectrum, Response Spectrum Matched, Time Histories, and Time

Histories Matched methods on the magnitude of the natural vibration

period of the structure, the basic shear force, mass participation,

displacement, and deviation between levels. The results of this study that

the period of natural vibration of the structure with the earthquake

method RS 1.412 seconds, RSM 1.453 seconds, TH 1.453 seconds, and

THM 1.453 seconds is between the lower limit of 1.054 seconds and the

upper limit of 1.476 seconds, so it meets the requirements of SNI

1726:2019. The results of the base shear analysis showed that dynamic

analysis is greater than static and the structural model meets the

requirements that VDynamics > 100%. VStatic. The results of the

analysis of building mass participation in various earthquake methods

meet the provisions with results of more than 90%. The results of the

analysis of displacements are obtained for the x-direction, the largest

THM is 41.945 mm and for the y-direction, TH is 57.330 mm. The

results of the drift ratio analysis are obtained for the results of the y-

direction drift which is greater than the x-direction drift and permit

control for all earthquake methods is safe and meets the requirements of

SNI 1726:2019.

Keywords: SNI 1726:2019;

Base Shear; Displacements;

Drift Ratio; Static and Dynamic

Introduction

Earthquakes a natural events that cannot be prevented by humans and their

occurrence is very difficult to predict (Pusponegoro & Sujudi, 2016). Therefore, what

humans can do is plan a security system for building structures that can reduce the number

of victims when an earthquake occurs (Murtiadi, Sasmito, Agustawijaya, Sulistiyono, &

Akmaluddin, 2022).

In civil engineering, especially in the field of structures, earthquake loads are a major

problem in planning economical and safe building structures (Mukhsin & Ramdani, 2017).

The purpose of this study is to determine the comparison of earthquake structures with the

methods, RSM, TH andTHM on the natural vibration period of the structure, mass

participation of the building, base shear, displacement (Displacement), and floor drift (drift

ratio).

The benefit of this research is that it has various identifiable benefits, both in the field

of structural engineering and in understanding the response of structures to dynamic

earthquakes. Some of the potential benefits of this research are: This research will provide

deeper insight into the two analytical methods, namely the spectral design method and the

Comparative Study Of Dynamic Earthquake Analysis With Spectral Design And Time

History Methods

Jurnal Indonesia Sosial Teknologi, Vol. 4, No. 8, August 2023 1224

time history method, as well as the advantages and limitations of each. This will help

professionals and researchers understand the most appropriate context of use for each

method. Comparison results from this study can assist engineers or architects in choosing

the most appropriate and accurate analytical method for designing structures in certain

earthquake situations. This will help improve the safety and resistance of the structure to

earthquakes. By understanding the differences in the results of the two methods, this study

can guide how to optimize structural design for dynamic earthquake situations. This will

lead to structures that are more efficient and effective in responding to earthquakes. This

research can contribute to the validation and further development of earthquake analysis

methods. The comparison results obtained can help understand to what extent the results

of these methods are consistent with the actual behavior of the structure during an

earthquake. If this research reveals weaknesses or potential improvements in existing

design guidelines, then the results of this research can be used to improve existing design

guidelines, which in turn will affect overall structural engineering practice. The results of

this study can be the basis for further research in the field of earthquake analysis and

structural response. Further research may explore aspects that are not yet understood or

develop more sophisticated comparison methods. The results of this study can be used as

teaching materials in civil engineering education or related fields, helping students to better

understand the concept of earthquake analysis. This research can provide useful

information for city planners and governments in designing earthquake risk mitigation

policies and actions in certain areas.

Overall, this research has the potential to make a significant contribution to the field

of structural engineering and the understanding of how structures respond to dynamic

earthquakes, with far-reaching impacts on engineering practice, public safety, and

scientific developments.

Research methods

This research method is carried out on a quantitative approach which will produce

numbers from the structural analysis process with an auxiliary program software SAP2000.

The steps in carrying out structural analysis calculations with auxiliary programs

software SAP2000 are as follows:

a. Preliminary Design

This research was conductedPreliminary Design to determine the dimensions of

slabs, beams, and columns.

1. Plate

Based on SNI 2847:2019 the minimum plate thickness is not less than 100 mm for

roof plates and 125 mm for floor plates (Aridiansyah, Rasidi, & Riskijah, 2021).

Table 1 Plate Dimension Type

Plate Type

Dimension (mm)

Floor Plate

125

Roof Plate

100

Beam

Table 2 Beam Dimension Types

Plate Type

Dimension (mm)

200/300

300/400

Nugraha Eka Saputra, Yulita Arni Priastiwi

Jurnal Indonesia Sosial Teknologi, Vol. 4, No. 8, August 2023 1225

300/500

400/500

300/400

Column

Table 3 Column Dimension Type

Plate Type

Dimensi (mm)

600/600

500/500

b. Structure Modeling

In this research, the structural modeling consists of 4 types of earthquake load models

with a length of 28 meters and a width of 28 meters for the building structure and the same

number of floors, namely (Ramadhani & Arystianto, 2022) eight floors, but different

earthquake load models using different methods.RS, RSM, TH andTHM (Ariyanto, 2020).

The building structure in this study functions as a hotel facility. The building type

configuration is shown in Figures 1 to 4.

Figure 1 Floor plans 1 and 2 in the

x-y direction Figure 2 Floor plans 3 and 8 in the x-

y direction

Figure 3 Longitudinal section in

the y-y direction Figure 4 Cross section in the x-x direction

c. Gravity Load

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History Methods

Jurnal Indonesia Sosial Teknologi, Vol. 4, No. 8, August 2023 1226

The gravity loads used to model hotel buildings in this study include dead loads

(Dead Load/DL) and live load (Live Load/LL) (Suhardin, Ansya, Ashad, Utina, & Fadhil,

2019). Gravity load refers to SNI 1727:2020, with the following description.

d. Dead Load

The dead load consists of the self-weight of all structural elements with a concrete

specific gravity of 24 kNm3 which is calculated directly with SAP2000 (Sholeh, 2021) and

additional dead load (Superimposed Dead Load) includes permanent fixtures such as floor

slabs, roof slabs, ceilings, partitions, and walls. Additional total dead load (Superimposed

Dead Load) on the floor plate of 1.49kNm

, roof plate of 0.73kNm2, and additional dead

load (Wall) 5 kNm.

e. Live Load

Live load is a load acting on the structure but is not permanent which occurs during

the service life of the structure (Kurniawan, Ridwan, Winarto, & Candra, 2019). In this

study it is planned for hotel buildings and the live load used for floor plates is 1.92kNm

and roof plate 0.96kNm

(Umi, 2022).

f. Earthquake Load

In this study, earthquake loads will be modeled into 4 types namely Spektrum,

Response Spectrum Matched, Time Histories, and Time Histories Matched (Rahayu &

Pawirodikromo, 2023) Table 4. CurveResponse Spectrum, Response Spectrum Matched,

Time Histories, and Time Histories Matched are shown in Figures 5 to 12.

Table 4 Earthquake load data

Location

Indramayu

Latitude

-6.343012254828473

Longitude

108.3349463873224

Site Class

0,5223

0,2749

0,18 second

0,91 second

SDS

0,58g

SD1

0,53g

Figure 5 Response Spectrum Figure 6 Curvesresponse spectrum

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Jurnal Indonesia Sosial Teknologi, Vol. 4, No. 8, August 2023 1227

Figure 7 Original curve north-south Figure 8 Original curve east-west

Figure 9 Curvesmatched north-south Figure 10 Curvesmatched east-west

Figure 11 Original curve and matched

North South Figure 12 Original curve

and matched east-west

Periods of Natural Vibration of Structures

In a building structure, the more the number of floors, the value of the natural period

of vibration of the structure increases. (Pratama, Putri, & Santoso, 2021).

The fundamental period of approach (Ta) seconds must be determined from the

following equation 2.1:





 









(2.1)

and x are the estimated vibration time parameter coefficients and in the height of

the building structure

Base Shear

Based on SNI 1726:2019 article 7.8.1 base shear (V), the direction determined must

be according to equation 2.2 as follows:

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History Methods

Jurnal Indonesia Sosial Teknologi, Vol. 4, No. 8, August 2023 1228

V = C

W (2.2)

Where (C

) is the seismic response coefficient and (W) is the effective seismic

weight.

Building Mass Participation

According to SNI 1726:2019 article 7.9.1.1, the analysis is permitted to include the

minimum number of variants to achieve a combined mass of at least 90% of the actual

mass. (Tabar, Sudarsono, & Mulyawati, 2022).

Displacement (Displacement)

Transfer or displacement is a change in the position of a building structure from rest

after being given gravity loads including earthquake loads (Felix, 2022).

Difference Between Levels

Based on SNI 1726:2019 article 7.8.6 the determination of the deviation between the

design levels (D) must be calculated as the difference in the deviation at the center of mass

above and below the level under review. The amount of deflection vel x, δx, an e is

calculated by Equion (2.3). 

















(2.3)

Cd is the enlargement factor of the lateral drift, δxe is the deviation at the x-level and

Y is the structural primacy factor.

Results and Discussion

From the results of structural analysis in this study with 4 types of methods Spektrum,

Respons Spectrum Matched, Time Histories, and Histories Matched a comparison of

parameter values is obtained as follows:

Periods of Natural Vibration of Structures

On model analysis Respons Spektrum, Respons Spektrum Matched, Time Histories

dan Time Histories Matched that has been carried out, the results of the period of vibration

of the structure are obtained where in Figure 13 the four types of earthquake load models

are between the lower and upper limits (Yudi, Bayzoni, Wirawan, & Nadaek, 2019).

Therefore, the value of the vibration time (Tc) from the analysis software SAP2000 meets

SNI 1726:2019 requirements.

Figure 13 Graph of the natural vibration period of the structure in various methods

Base Shear

Nugraha Eka Saputra, Yulita Arni Priastiwi

Jurnal Indonesia Sosial Teknologi, Vol. 4, No. 8, August 2023 1229

ResultsBase shear Maximum static and dynamic analysis for each of the observed

earthquake directions is shown in Table 5 and the results of the control recapitulationbase

shear are in Table 6. The recapitulation results show that the base shear forces for several

RS, RSM, TH, and THM methods comply with the provisions of SNI 1726: 2019

(Soekarno & Hari Murti, 2022).

Table 5 Base shear results

Base Shear

RSM

THE

Statik

X (kN)

3376,948

3481,336

Y (kN)

3349,276

3452,531

Dinamik

X (kN)

3377,200

3481,422

3481,469

3482,316

Y (kN)

3349,384

3452,735

3452,671

3452,580

Table 6 Results of base shear control recapitulation

Base

Shear

Dinamik (VD)

Statik (VS)

100% x Static

(VS)

Fakto

Skala

VS /

Kontro

l VD >

100%

Base Shear

(kN)

Base Shear

(kN)

Base Shear (kN)

RS X

3377,2

3376,95

RS Y

3349,384

3349,28

RSM X

3481,422

3481,34

RSM Y

3452,735

3452,53

THE X

3481,469

3481,34

THE Y

3452,671

3452,53

THM X

3482,316

3481,34

THE Y

3452,58

3452,53

Building Mass Participation

The results of this research analysis in Table 7 show that the participation of building

masses in the four types of models meets the requirements of SNI 1726: 2019, which is

more than 90% of the actual mass.

Table 7 Results of building mass participation recapitulation

Axis

Building Mass Participation

RSM

THE

95%

Displacement(displacements)

Calculation results analysis with software in this study displacement(displacements)

the x and y directions are shown in graphs 14 and 15.

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History Methods

Jurnal Indonesia Sosial Teknologi, Vol. 4, No. 8, August 2023 1230

For a comparison graph of the displacement results(displacements) in the x and y

directions shown in picture 16.

Figure 16 Comparison graph of the displacement between the X and Y directions

Based on Figures 14, 15, and 16 it is known that for displacement(displacements) the

y direction is greater than the displacement(displacements) x direction.

Difference Between Levels

From the results of this research analysis, the deviation values between levels are

shown in Figure 17 for the X direction and Figure 18 for the Y direction.

Figure 14 Comparison graph of the

displacement in the x direction

south

Figure 15 Comparison graph of the

displacement in the y direction

south

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Jurnal Indonesia Sosial Teknologi, Vol. 4, No. 8, August 2023 1231

For a comparison image of the total results in the x and y directions shown in picture

Figure 19 compares the results in the x and y direction

The results of graphs 17, 18, and 19 above show that, for the total drift, the y direction

is greater than the total yield drift x direction.

Based on the results and discussion, it can be concluded that the analysis of the

natural vibration period of the structure using the RS, RSM, TH, and THM methods is

between the lower and upper limits. Therefore, the value of the results of the analysis of

the natural vibration period of the structure meets the provisions of SNI 1726: 2019. From

the results of the shear analysis, the results of the dynamic analysis are greater than the

dynamic analysis > 100% Static. The results of the analysis of building mass participation

in various earthquake methods meet the requirements with results of more than 90%.

deformation result and drift ratio that the y direction is greater than the x direction and the

various earthquake methods comply with the provisions of SNI 1726:2019.

Conclusion

Based on this study, it was concluded that the results of the analysis of the natural

vibration period of structures using the compression method RS 1.412 seconds, RSM 1.453

seconds, TH 1.453 seconds, and THM 1.453 seconds are between the lower limit of 1.054

Figure 17 Graphdrift x direction

Figure 18 Graphdrift arah y

Comparative Study Of Dynamic Earthquake Analysis With Spectral Design And Time

History Methods

Jurnal Indonesia Sosial Teknologi, Vol. 4, No. 8, August 2023 1232

seconds and the upper limit of 1.476 seconds. Therefore, the value of the natural period of

vibration (Tc) of the software SAP2000 with the RS, RSM, TH, and THM earthquake

methods meets the requirements of SNI 1726:2019. The results of the recapitulation of the

basic shear analysis control obtained for the dynamic analysis results are greater than the

static analysis and building structure models using the RS, RSM, TH, and THM earthquake

methods have fulfilled the requirements based on SNI 1726: 2019 that Dynamics > 100%

Static. The results of the analysis of mass participation in the RS, RSM, TH, and THM

earthquake methods obtained a value of 95% and fulfilled the requirements of SNI

1726:2019 article 7.9.1.1. Displacement analysis(displacements) with the analysis of the

RS, RSM, TH, and THM seismic methods obtained for the results of the direction x RS

41,187 mm, RSM 41,757 mm, TH 37,904 mm, and THM 41,945 mm while for the analysis

results the y directions RS 43,924 mm, RSM 44,943 mm, TH 57,330 mm and THM

53,460mm. Therefore, the results of the displacement analysis(displacements) for the

largest x direction THM 41,945 mm and the y direction TH 57,330 mm. The results of the

analysis of deviations between levels using the RS, RSM, TH, and THM earthquake

methods were obtained for the total results drift in the y direction is greater than the total

drift in the x direction and the deviation control between levels Δx < Δa (permit) for all

seismic methods are safe and meet the requirements according to SNI 1726:2019.

Comparative Study Of Dynamic Earthquake Analysis With Spectral Design And Time

History Methods

Jurnal Indonesia Sosial Teknologi, Vol. 4, No. 8, August 2023 1233

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