Equivalent: Jurnal Ilmiah Sosial Teknik Vol.
No.
January-June 2025
LIQUEFACTION
RESISTANCE
ANALYSIS
USING
STANDARD
PENETRATION TEST (SPT) AND SEED & IDRISS SIMPLIFIED METHOD: A
CASE STUDY OF THE KARANGGINAS II PEDESTRIAN UNDERPASS
PROJECT.
SEMARANG
1Rifky Arif Aziz Hidayat*, 2Mochammad Irfan, 3Abdurrachman Aryo Tejo, 4Ingrid Multi Rezeki 1,2,3,4 Universitas Swadaya Gunung Jati Cirebon E-mail : 1rifkyar85@gmail.
com*, 2mocha.
irfn@gmail.
3abdurrachmanaryo@gmail.
com, 4multi.
ingrid8@gmail.
Abstract A phenomenon known as liquefaction occurs when soil loses strength and turns to mud due to earthquake shaking, which can cause damage to infrastructure such as underpass Based on data from the National Center for Earthquake Studies.
Semarang City has a history of earthquakes dating back to 1856 with varying degrees of infrastructure Currently, the phenomenon poses a threat to the people of Semarang City caused by an active fault that runs along the north coast of Central Java.
So, this research aims to analyze the soil resistance to liquefaction in the Preliminary Project of Capacity Improvement of Pedestrian Box Underpass Karangingas II Semarang using the Standard Penetration Test (SPT).
The data obtained were analyzed using the simplified method proposed by Seed & Idriss .
The results show that the soil resistance to liquefaction at a depth of 0 - 4 meters at point BH-02 is quite high, with a safety factor (SF) value greater than 1, so no liquefaction occurs.
However, at a depth of 4 - 8 meters, the SF value is less than 1, indicating the liquefaction potential.
At points BH-01 and BH-03, the analysis shows the potential for liquefaction at all depths tested.
Based on the analysis results, two of the three locations of the box underpass capacity enhancement project have the potential to experience liquefaction, with point two only experiencing liquefaction at a certain depth.
Therefore, liquefaction prevention measures are required in these areas.
Keywords: Liquefaction.
Earthquake.
Cyclic Stress Ratio (CSR).
Cyclic Resistance Ratio (CRR).
Soil.
Introduction Indonesia is a country that has a high level of earthquake vulnerability.
Earthquakes can trigger various kinds of natural disasters, one of which is liquefaction.
Liquefaction occurs when the soil loses its strength and turns into mud due to earthquake shocks (Hardiyatmo 2.
The phenomenon can cause significant damage to buildings and In line with the research of Pratama et al.
, it shows that an earthquake with a magnitude of 7.
7 (M.
in Palu City caused hundreds of buildings to collapse and be buried in the ground due to liquefaction.
Therefore, the strength and stability of the soil must be considered in construction planning.
How to cite:
Rifky Arif Aziz Hidayat*.
Mochammad Irfan.
Abdurrachman Aryo Tejo.
Ingrid Multi Rezeki .
5 terbi.
Liquefaction Resistance Analysis Using Standard Penetration Test (SPT) and Seed & Idriss Simplified Method: A Case Study of the Karangginas Ii Pedestrian Underpass Project.
Semarang, (Vol 07 No .
https://doi.
org/10.
59261/jequi.
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Politeknik Siber Cerdika Internasiona Liquefaction Resistance Analysis Using Standard Penetration Test (SPT) and Seed & Idriss Simplified Method: A Case Study Of The Karangginas Ii Pedestrian Underpass Project.
Semarang Based on data contained in the National Center for Earthquake Studies (PUPR 2.
, the city of Semarang has a history of earthquakes since the 19th century.
Initially, it was recorded on January 19, 1856, with the strength of VI-VII Modified Mecaly Intensity (MMI) which caused damage to buildings and panic in the surrounding The incident became one of the largest in the history of the earthquake in Semarang.
Furthermore, data contained in the Meteorology.
Climatology, and Geophysics Agency (BMKG) of a large earthquake that occurred on May 27, 2006, with a magnitude of 6.
3 in Yogyakarta, the tremors were felt in the city of Semarang with an intensity of i-IV MMI but did not cause significant damage.
Then, the latest earthquake phenomenon occurred on June 30, 2023, in Bantul with a magnitude of 6.
6 Mw.
Semarang City was one of the cities affected by the tremor, but there were no reports of The latest phenomenon occurred in Tuban with a magnitude of 6.
5 Mw, with a depth of 12 kilometers in the Java Sea region at a distance of 114 km on March 22, 2024, so that the tremors reached the city of Semarang.
In today's modern era, earthquakes are still a threat to the people of Semarang City.
This is caused by the activity of the Kaligarang fault which is an active fault that stretches along the northern coast of Central Java.
The existence of the Kaligarang fault is well recorded in quaternary-old rocks consisting of fault mirrors, erosion sturge, drag folds, and many locations of soil movement along Kaligarang.
This evidence suggests that the fault is still active and could result in future earthquakes.
With a shear speed rate of 0.
mm/year, this fault stores a magnitude of 6.
5 in the future (Hidayat 2.
In addition.
Semarang is in the "Moderate" liquefaction vulnerability zone as can be seen from figure 1 (Buana et al.
Although it is not too dangerous compared to the southern coast of Central Java, it must be noted that Semarang used to be a shallow sea or strait, a part of the ancient Java sea that was then buried by young alluvial deposits (Purwanto 2.
Figure 1.
Liquefaction Susceptibility Zones Based on the findings of the study, soil resistance analysis can be traced to susceptibility to liquefaction.
Research on soil resistance to liquefaction in Semarang City is still very minimal to be done.
Therefore, in an effort to prevent liquefaction, it is Equivalent: Jurnal Ilmiah Sosial Teknik.
Vol.
No.
January-June 2025 Rifky Arif Aziz Hidayat*.
Mochammad Irfan.
Abdurrachman Aryo Tejo.
Ingrid Multi Rezeki necessary to have a soil resistance analysis in Semarang City.
However, this study only focuses on the area of the Preliminary Project for Capacity Building of the Karangingas II Pedestrian Underpass Box.
Semarang.
Thus, this study aims to determine the soil resistance to liquefaction phenomena that occur in the area.
Liquefaction-induced damage during earthquakes remains a critical concern in geotechnical engineering, particularly in seismically active regions like Indonesia.
Previous studies have extensively evaluated liquefaction potential using the Standard Penetration Test (SPT) and the Seed & Idriss .
simplified procedure.
For instance.
Rahman et al.
, .
applied this method to assess liquefaction risk at Yogyakarta International Airport, finding that sandy layers at shallow depths .
Ae6 .
were nonliquefiable due to high soil density.
Similarly.
Mina et al.
, .
identified liquefaction susceptibility in TangerangAos Soekarno-Hatta Airport at depths of 6Ae8 m under peak ground acceleration (PGA) of 0.
35 g.
However, these studies predominantly focused on coastal or alluvial soils, leaving gaps in understanding liquefaction behavior in urban infrastructure projects, such as underpasses, where soil stratification and groundwater conditions differ significantly.
The novelty of this research lies in its focused application of the Seed & Idriss method to evaluate liquefaction resistance for the Karangginas II Pedestrian Underpass in SemarangAia densely populated city with moderate liquefaction susceptibility (Buana et , 2.
While prior work by Pratama et al.
, .
highlighted liquefaction risks in PaluAos loose sandy soils during the 2018 earthquake, few studies have integrated SPT data with site-specific seismic parameters .
Kaligarang Fault activit.
for urban transportation infrastructure.
This study addresses this gap by analyzing three borehole locations (BH-01 to BH-.
to delineate depth-dependent liquefaction potential and correlate it with local geological conditions, including high-plasticity clay layers and variable groundwater levels.
The purpose of this study is to provide actionable insights for mitigating liquefaction risks in SemarangAos underpass projects.
By quantifying safety factors (SF) across depths .
Ae8 .
and earthquake magnitudes (Mw 6Ae7.
, the research offers two key benefits: .
practical guidelines for engineers to prioritize ground improvement techniques .
, compaction, stone column.
in liquefaction-prone zones, and .
academic contributions to refine liquefaction assessment methods for mixed soil types in urban settings.
The findings aim to enhance the resilience of critical infrastructure in Central Java, where active faults and rapid urbanization converge.
Method In this study, quantitative data in the form of numbers can be processed and analyzed using a simplified method (Bolton Seed and Idriss, 1.
In the data collection process, the data collected focused on soil testing data tested using standard penetration tests in the Preliminary Project for Capacity Building of the Karangingas II Pedestrian Underpass Box.
Semarang which was previously available.
The location of the research can be seen in Figure 2.
Equivalent: Jurnal Ilmiah Sosial Teknik.
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January-June 2025 Liquefaction Resistance Analysis Using Standard Penetration Test (SPT) and Seed & Idriss Simplified Method: A Case Study Of The Karangginas Ii Pedestrian Underpass Project.
Semarang Figure 2.
Research Location In the data analysis process, the data is translated first using rough data processing before being loaded into the application, while the translated penetration test data includes soil Properties Index, soil grain analysis, and soil log bore data to then be processed using Microsoft Excel with a simple method.
The steps of data analysis can be seen in Figure 3.
Mulai Studi Literatur Pengumpulan Data Sekunder :
A Data Peta Hazard Gempa A Muka Air Tanah Kota Semarang Data Lapangan Analisis Tegangan Overburden ( .
Analisis Koreksi N-SPT / (N.
60 Analisis Faktor Reduksi Tegangan .
Analisis (N.
60cs Analisis Rasio Tahanan Siklik M = 7,5 (CRRM = 7,.
Analisis Percepatan Horizontal Maksimum di Permukaan Tanah Akibat Gempa .
Analisis Faktor Koreksi Overburden (K ) Data Laboratorium Data Index Properties Tanah.
Distribusi Ukuran Butiran Data N-SPT (Standar Penetration Tes.
Analisis Tegangan Geser Siklik ( cy.
Analisis Rasio Tahanan Siklik
Pada Magnitudo Tertentu (CRRM) Analisis Rasio Tegangan Geser Siklik (CSR) Analisis Safety Factor
Penelusuran Resistensi Tanah
Terhadap Likuifaksi
Hasil
YES
Kesimpulan dan Saran Selesai Figure 3.
Flowchart A simple method analysis was carried out to estimate the values of Cyclic Stress Ratio (CSR) and Cyclic Resistance Ratio (CRR).
Then, compare these values to find the Safety Factor (SF), which can be reviewed.
If the results of the comparison of CSR and CRR are more than one, the soil has liquefaction resistance.
Meanwhile, if the yield is less than one, the soil layer has the potential for liquefaction (Hardiyatmo 2.
The steps to analyze soil resistance to liquefaction are described as follows:
Cyclic Stress Ratio (CSR) In determining the amount of CSR value, several things need to be considered, including the acceleration of the peak of the horizontal earthquake at the ground level .
, the amount of gravitational force, reduction factors, and overburden pressure.
The variables are outlined in the equation (Bolton Seed and Idriss 1.
Equivalent: Jurnal Ilmiah Sosial Teknik.
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January-June 2025 Rifky Arif Aziz Hidayat*.
Mochammad Irfan.
Abdurrachman Aryo Tejo.
Ingrid Multi Rezeki yuaycayc ycaycoycaycu CSR = yuaAycycu = 0,65 y ( yci yuaycycu ) y .
uaAycyc.
y rd With:
ycamax = Maximum earthquake acceleration = Gravitational force Evo = Total voltage EAvo = Effective voltage The value of rd .
eduction stress coefficien.
is determined through an equation proposed by Liao.
, & Whitman, .
rd = 1 Oe 0,00765z rd = 1,174 Oe 0,0267z untuk z O 9,15 m untuk 9,15 m < z O 23 m Where z is a representation of the depth being reviewed.
Equivalent: Jurnal Ilmiah Sosial Teknik.
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January-June 2025 Liquefaction Resistance Analysis Using Standard Penetration Test (SPT) and Seed & Idriss Simplified Method: A Case Study Of The Karangginas Ii Pedestrian Underpass Project.
Semarang Cyclic Resistance Ratio (CRR) The amount of CRR value is obtained through the calculation of test data in the CRR states that soil resistance to liquefaction whose value depends on the density or relative density of the soil.
Soil density can be determined through Standard Penetration Test (SPT) testing.
In this study, the analysis was carried out using SPT test data (Seed et al.
The steps to analyze the amount of CRR value with the SPT test are as follows:
Determine the corrected value of (N.
60 by taking into account the influence of the test procedure, overburden pressure, borehole diameter, and drill rod length, which is expressed in the equation (Youd et al.
(N.
60 = NmCNCECBCRCS Nm is the value of the tax return test results, and others are correction factors.
This study uses the correction factor proposed by Seed .
which refers to ASTM D1586.
The following is a table of correction factors used in this study:
Table 1.
N-SPT Correction Factors Factor Overburden Correction (CN) Energy Ratio (CE) Borehole diameter (CB) Sampler tube (CS) Drill rod length (CR) Tool Variations Safety hammer 65-115 mm Standard sampler tubes <3 m Correction Value (Pa/ v')0.
5 O 1,7
0,75
1,00
1,00
0,75
Determine the fine grain content (FC) and then calculate the sand containing fine grains (N.
60cs using the value of (N.
60, using the equation (Youd et al.
(N.
60cs = yu yu(N.
60 With:
yu = 5.
Ou for FC Ou 35% yu = 1.
2 Ou for FC Ou 35% .
Determining the CRR value at the magnitude of the M = 7.
5 earthquake and the adjustment of N for the equivalent clean sand, using the equation (I.
Idriss 2.
CRRM =7,5 = exp (.
60ycayc (.
60ycayc )2 Oe (.
60ycayc )3 (.
60ycayc )4 Oe 2,.
Determining the overburden pressure correction factor (K) The overburden pressure correction is calculated based on the equation (Idriss and Boulanger 2.
K = 1 Oe C y In.
uaycA ) O 1,1 ycEyca With:
C = 18,9 Oe2,55Oo.
60ycayc Equivalent: Jurnal Ilmiah Sosial Teknik.
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January-June 2025 Rifky Arif Aziz Hidayat*.
Mochammad Irfan.
Abdurrachman Aryo Tejo.
Ingrid Multi Rezeki .
Determine the corrected CRR value at the magnitude of the M = 6 earthquake using the equation (Seed 1.
CRRM = CRR7,5 y MSF y K .
The last stage is to determine the Safety Factor (SF) value using the cyclic shear resistance method, with the equation (Seed.
Arango, and Chan 1.
SFM =
yaycIycI ycA y yuaycA yuaycaycyca You can also use other methods:
Safety Factor = yaycIycI yaycIycI With:
cyc = Cyclic shear voltage v' = Effective overburden pressure Results and Discussion Based on the purpose of this study, is to determine the soil resistance to liquefaction in the area of the Karangingas II Pedestrian Box Underpass Capacity Building Preliminary Project.
Semarang.
Research data was obtained from the results of field tests and laboratory tests.
The results of the data are processed and displayed in the form of tables and graphs.
The following shows a data analysis table along with graphs:
Bore Hall Ae 01 Table 2.
Recapitulation of BH-01 Points Titik Bor
BH-01
Layer
Depth
N-SPT
CSR
CRR 6
CRR 7,5
SF 6
Information SF 7,5 Information -1,45 0,752 0,295 0,203 0,392 Likuifaksi
0,270
Likuifaksi
0,709
0,251
0,173
0,354
Likuifaksi
0,244
Likuifaksi
0,683
0,293
0,200
0,428
Likuifaksi
0,292
Likuifaksi
0,661
0,259
0,184
0,391
Likuifaksi
0,279
Likuifaksi Equivalent: Jurnal Ilmiah Sosial Teknik.
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January-June 2025 Liquefaction Resistance Analysis Using Standard Penetration Test (SPT) and Seed & Idriss Simplified Method: A Case Study Of The Karangginas Ii Pedestrian Underpass Project.
Semarang Figure 4.
Chart of CSR.
CRR, & SF BH-01 (Magnitude .
Figure 5.
Chart of CSR.
CRR, & SF BH-01 (Magnitude 7.
Based on Figure 4 and Figure 5, it shows that the results of data analysis at point BH-01, the soil has the potential for liquefaction, because the SF value is < 1.
The results of the SF value search with a magnitude of 6 in layer 1 are 0.
392, in layer 2 is 0.
354, in layer 3 is 0.
428 and in layer 4 is 0.
Then at magnitude 7.
5 it shows the SF result in layer 1 of 0.
270, in layer 2 of 0.
244, in layer 3 of 0.
292 and in layer 4 of 0.
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January-June 2025 Rifky Arif Aziz Hidayat*.
Mochammad Irfan.
Abdurrachman Aryo Tejo.
Ingrid Multi Rezeki Bore Hall Ae 02 Table 3.
Recapitulation of BH-02 Points Titik
Bor
BH-02
Layer
Depth
N-SPT
CSR
CRR 6
CRR 7,5
SF 6
Information -2,8 0,311 18,346 12,635 58,983 0,373 0,651 0,444 1,749 0,435 0,373 0,269 0,858 Liquefaction Liquefaction Likuifaksi
0,471
0,153
0,114
0,324
Likuifaksi
SF 7,5
Information 0,618 Liquefaction Liquefaction Likuifaksi
0,243
Likuifaksi
40,622
1,191
Figure 6.
Chart of CSR.
CRR, & SF BH-02 (Magnitude .
Figure 7.
Chart of CSR.
CRR, & SF BH-02 (Magnitude 7.
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January-June 2025 Liquefaction Resistance Analysis Using Standard Penetration Test (SPT) and Seed & Idriss Simplified Method: A Case Study Of The Karangginas Ii Pedestrian Underpass Project.
Semarang Based on Figure 6 and Figure 7, the results of data analysis at point BH-02, layer 1, and layer 2 on the soil are resistant to liquefaction, with a magnitude of 6 and magnitude 5 because of the SF value of > 1.
Meanwhile, layers 3 and 4 have the potential to experience liquefaction because of the SF value of < 1.
The results of the SF value tracing with a magnitude of 6 in layer 1 are 58.
983, in layer 2 is 1.
749, in layer 3 is 0.
858, and in layer 4 is 0.
Then at magnitude 7.
5 it shows the SF results in layer 1 of 40.
622, in layer 2 of 1.
191, in layer 3 of 0.
618 and in layer 4 of 0.
Bor Hall Ae 03 Table 4.
Point BH-03 Recapitulation Titik
Bor
Lay
Dep
NSPT
-1,5
BH-03
CRR
0,22
0,30
0,23
0,23
CRR
0,152
0,210
0,164
0,169
Informat Likuifaks Likuifaks Likuifaks Likuifaks 0,22 0,30 0,25 0,26 Informat Likuifaks Likuifaks Likuifaks Likuifaks Figure 8.
Chart of CSR.
CRR, & SF BH-03 (Magnitude .
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January-June 2025 Rifky Arif Aziz Hidayat*.
Mochammad Irfan.
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Ingrid Multi Rezeki Figure 9.
Chart of CSR.
CRR, & SF BH-03 (Magnitude 7.
Based on figures 8 and 9, show that the results of data analysis at point BH-03, the soil at that point has the potential to undergo liquefaction, because of the value of SF < 1.
The results of the SF value tracing with a magnitude of 6 in layer 1 are 0.
324, in layer 2 is 0.
444, in layer 3 is 0.
359 and in layer 4 is 0.
Then at magnitude 7.
5 it showed the SF result in layer 1 of 0.
223, in layer 2 of 0.
305, in layer 3 of 0.
250 and in layer 4 of Conclusion From the results of the analysis of soil resistance to liquefaction in the case study of the preliminary project of the Karangingas II pedestrian underpass box.
Semarang, it can be concluded that at that location the data obtained based on soil classification is in the form of clay soil with low plasticity to high plasticity.
Based on the results of the analysis of soil resistance to liquefaction, it can be concluded that the relationship between magnitude variation and safety factor is very influential.
Because, the greater the magnitude, the more influential it is also resistant to liquefaction.
It is known that from the results of data analysis at point BH-01, liquefaction occurred at earthquake magnitudes 6 and 7.
5 at a depth of 0 Ae 8 meters.
With the amount of safety factor at each depth less than the safe threshold limit or SF < 1 and the results obtained from magnitude 6 ranged from 0.
354 - 0.
428 and at magnitude 7.
5 ranged from 244 - 0.
From the results of data analysis at point BH-02, at the magnitude of the earthquake 6 to 7.
5 at a depth of 0 - 4 meters, it is resistant to liquefaction, because it has an SF value of > 1 with the results obtained at magnitude 6 ranging from 1,749 to 58,983 and at magnitude 7.
5 ranging from 1,191 to 40,622.
This happens because the groundwater level is found at a depth of 2.
8 meters and at a depth of 4 meters has a high level of soil density.
However, at a depth of 4 Ae 8 meters, it experiences liquefaction.
From magnitude 6 it ranges from 0.
324 - 0.
858 and at magnitude 7.
5 it ranges from 0.
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January-June 2025 Liquefaction Resistance Analysis Using Standard Penetration Test (SPT) and Seed & Idriss Simplified Method: A Case Study Of The Karangginas Ii Pedestrian Underpass Project.
Semarang - 0.
And based on the results of data analysis at point BH-03, at magnitude 6 to 7.
at a depth of 0 Ae 8 meters experienced liquefaction, because it had an SF value > of 1 with results obtained at magnitude 6 ranging from 0.
324 Ae 0.
444 and at magnitude 7.
ranging from 0.
223 Ae 0.
This happens because the groundwater level is 0.
5 meters References