Soil Liquefaction Potential Maps for Earthquake Events in Yangon, Myanmar

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ISSN No: 2456
International
Research
Soil Liquefaction Potentia
Zar Lee Tint
Department of Civil Engineering, Yangon Technological
ABSTRACT
The soil liquefaction is one of the main topics o
geotechnical engineering associated with the strong
earthquakes. The study area has been selected in
Yangon City because it is most populated density area
and located near the active faults and the rivers. The
main objective of study is the development o
liquefaction potential maps as a prominent feature for
site planners and decision makers to reduce loss of
lives. The borehole data including ground water table,
Standard Penetration Test (SPT), blow counts, wet
density and fine content etc. have been co
the 530 representative sites in Yangon City. The
safety factor of soil liquefaction is evaluated by using
National Center of Earthquake Engineering Research
(NCEER) Method (1997). The Liquefaction Potential
Index (LPI) is proposed by Luna and
(1998) to predict the potential of liquefaction at sites.
The proposed liquefaction potential map is analyzed
by using Geographic Information Software. The
development of liquefaction potential maps is
associated with 1%, 2%, 5%, 10% and 20% o
probabilities of exceedance in 50 years.
Keywords: Liquefaction potential index, Geographic
information system (GIS), Yangon City, Liquefaction
potential map, Earthquake, Borehole data
I. INTRODUCTION
Liquefaction occurred in loose saturated cohesionless
soil during the earthquakes is responsibility
structural failure and damage to roads, pipelines and
infrastructures. It is one of the most geotechnical
problems. The soil liquefaction depends on the
different types of situations which are magnitude of
earthquake, the distance from the source of the
@ IJTSRD | Available Online @ www.ijtsrd.com | Volume – 2 | Issue – 3 | Mar-Apr 2018
ISSN No: 2456 - 6470 | www.ijtsrd.com | Volume
International Journal of Trend in Scientific
Research and Development (IJTSRD)
International Open Access Journal
Soil Liquefaction Potential Maps for Earthquake Events in
Yangon, Myanmar
Zar Lee Tint, Nyan Myint Kyaw, Kyaw Kyaw
Department of Civil Engineering, Yangon Technological University, Yangon and 11181, Myanmar
The soil liquefaction is one of the main topics of
geotechnical engineering associated with the strong
earthquakes. The study area has been selected in
Yangon City because it is most populated density area
and located near the active faults and the rivers. The
main objective of study is the development of
liquefaction potential maps as a prominent feature for
site planners and decision makers to reduce loss of
lives. The borehole data including ground water table,
Standard Penetration Test (SPT), blow counts, wet
density and fine content etc. have been collected from
the 530 representative sites in Yangon City. The
safety factor of soil liquefaction is evaluated by using
National Center of Earthquake Engineering Research
(NCEER) Method (1997). The Liquefaction Potential
Index (LPI) is proposed by Luna and Frost Method
(1998) to predict the potential of liquefaction at sites.
The proposed liquefaction potential map is analyzed
by using Geographic Information Software. The
development of liquefaction potential maps is
associated with 1%, 2%, 5%, 10% and 20% of
Liquefaction potential index, Geographic
information system (GIS), Yangon City, Liquefaction
potential map, Earthquake, Borehole data
loose saturated cohesionless
is responsibility to
structural failure and damage to roads, pipelines and
It is one of the most geotechnical
The soil liquefaction depends on the
different types of situations which are magnitude of
earthquake, the distance from the source of the
earthquake, site-specific conditions, ground
acceleration, type of soil and thickness of soil deposit,
relative density, grain size distribution, fine content,
plasticity of fines, fluctuation of groundwater table
and reduction of effective stress
The evaluation of the SPT
triggering database relative to the liquefaction
triggering is correlated by Idri
2008). The distributions of the data are examined with
respect to various parameters (e.g., fines content,
overburden stress, earthquake magnitude) and data
sources (e.g., data from the U.S., Japan, pre
1985 studies, and sites with strong ground motion
recordings) [2, 12]. Nowadays
liquefaction potential map for Yangon and the data
sources from Yangon are not considered the
evaluation of liquefaction analysis in
Yangon City is located near the Sagaing Fault. The
Bago (Pegu) earthquake (7.3 RS) of 5 May 1930
along the Sagaing Fault killed approximately 500
people in Bago and 50 in Yangon. In recent year, a lot
of earthquakes have been occurred in Yangon Region
area. In addition to, most of the area in the city
composed of medium to fine sand and silty sand and
sand containing low plasticity.
The simplified producer proposed by Seed
(1971) was widely used for evaluation of safety factor
of soil liquefaction. Most of the researchers had been
modified and developed the methods of liquefaction
analysis. The NCEER (1996) method proposed by
many researcher was derived from SPT
sites experiencing liquefaction in past earthquakes
Apr 2018 Page: 2401
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Scientific
(IJTSRD)
International Open Access Journal
l Maps for Earthquake Events in
University, Yangon and 11181, Myanmar
specific conditions, ground
acceleration, type of soil and thickness of soil deposit,
relative density, grain size distribution, fine content,
plasticity of fines, fluctuation of groundwater table
eduction of effective stress [1].
e evaluation of the SPT-based liquefaction
triggering database relative to the liquefaction
triggering is correlated by Idriss and Boulanger (2004,
The distributions of the data are examined with
respect to various parameters (e.g., fines content,
verburden stress, earthquake magnitude) and data
sources (e.g., data from the U.S., Japan, pre- and post-
1985 studies, and sites with strong ground motion
Nowadays, there is no
liquefaction potential map for Yangon and the data
from Yangon are not considered the
evaluation of liquefaction analysis in Myanmar.
Yangon City is located near the Sagaing Fault. The
Bago (Pegu) earthquake (7.3 RS) of 5 May 1930
along the Sagaing Fault killed approximately 500
angon. In recent year, a lot
of earthquakes have been occurred in Yangon Region
In addition to, most of the area in the city
composed of medium to fine sand and silty sand and
sand containing low plasticity.
The simplified producer proposed by Seed et al
(1971) was widely used for evaluation of safety factor
of soil liquefaction. Most of the researchers had been
developed the methods of liquefaction
analysis. The NCEER (1996) method proposed by
many researcher was derived from SPT acquired at
sites experiencing liquefaction in past earthquakes [2].

International Journal of Trend in Scientific Research and Development (IJTSRD) ISSN: 2456-6470
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In this research, the safety factor of soil against
liquefaction is evaluated by NCEER method with
each depth along the soil profile during different
earthquakes. The safety factor does not demonstrate
the degree of liquefaction severity at different site
locations [18]. So, the liquefaction potential index
from the factor of safety proposed by using Luna and
Frost method (1998) and then liquefaction potential
maps have been developed by using LPI values at
different parts of the city. The liquefaction map is
prepared for earthquakes with 1%, 2%, 5%, 10% and
20% probabilities of exceedance in 50 years. In this
research, the main objective is the proposed soil
distribution maps and liquefaction potential maps for
Yangon City area.
II. GEOLOGY AND TECTONIC SETTINGS
Yangon City, Myanmar, is situated between Latitude
16.8661º N and Longitude 96.1951º E, on the
southeastern corner of the Ayeyarwady Delta basin, at
the mouth of three rivers: Yangon, Ngamoyeik and
Bago rivers and 34 km from the sea in the coastal
area. The Yangon area is mostly covered by alluvial
deposits which are comprised of gravel, clay, silts,
sands and laterite which lie upon the eroded surface of
the Irrawaddy formation at 3 - 4.6 m above mean sea
level (MSL) (Myo Thant, 2012) [9]. The soft rocks in
Yangon comprise of sandstone, shale, limestone and
conglomerate. Yangon City is the most populated area
about six million people and financial city. A lot of
tall buildings have been built in Yangon area. Many
buildings in ancient parts of the City are non-
structural engineering designs. The geological map of
the Yangon city is shown in Fig 1.
Figure 1. Geological Map of the Greater Yangon (Win Naing, 1972)

The major tectonics of Myanmar consists of the
subduction zone of Indian Plate beneath Burma Plate
in the west and the collision zone of Indian Plate with
Eurasia Plate in the north. The major active faults in
Myanmar are Sagaing fault, Kyaukkyan fault,
Gwegyo thrust, and West Bago Yoma fault. Most of
the earthquakes, which occurred in the central region
of Myanmar, are concerned with Sagaing fault, and in
the eastern part, the focal depth is not greater than 40
km while the earthquakes in the western portion
include from shallow, through intermediate to deep
focus earthquakes [9]. The shallow focus earthquakes
along the western margin belong to the subduction
zone earthquakes and the focal depth of the
earthquakes, which are generated from the subduction
zone gradually increase to the eastward. In the eastern
margin of the Western Ranges or Indoburma Ranges,
the shallow focus events are corresponded with the
crustal faults [9].
Yangon Region has been tectonically adjacent to the
indian plates subduction in the west, Sagaing fault in
the east, West Bago Yoma fault in the north,
Kyaykkyan fault in the north-east, and the Andaman
rift zone in the south. (Myo Thant, 2012) [9]. Yangon
City has been chosen as the study area because most
of the earthquakes in and around Yangon Region are
shallow focus earthquakes related with Sagaing fault.
III. EVALUATION OF LIQUEFACTION
POTENTIAL INDEX DUE TO
EARTHQUAKE
The factor of safety against soil liquefaction is
computed by using SPT based liquefaction producer
that is recommended by NCEER method. The
evaluation of Liquefaction potential index (LPI)
proposed by Luna and Frost Method (1998) is taken
the integration of one minus the liquefaction factors of
safety along the entire depth of soil profiles limited to
the depths ranging from 0 to 20 m below the ground
surface at a specific location [3-8]. The categories of
liquefaction severity with regard to LPI as per Iwasaki
et al. (1982) and Luna and Frost (1998) are shown in
Table 1. The safety factor of liquefaction (FS) and the
liquefaction potential index (LPI) are calculated based
on the seismic demand expressed in terms of cyclic
stress ratio (CSR) to the capacity of liquefaction
resistance of the soil expressed in terms of cyclic
resistance ratio (CRR).
A. Determination of Liquefaction Potential of
Soil
Soil liquefaction is a phenomenon that has been
occurred in a saturated or partially saturated soil
substantially loses strength and stiffness in response
to an applied stress during earthquake shaking or
other sudden changes in stress condition, causing it to
behave like a liquid.
Clayey soils with significant plastic fine should be
calculated liquefaction possible recommended by
Seed and Idriss (1983). It must meet all the following
criteria:
 Fraction finer than 0.005 mm ≤ 15%
 Liquid Limit (LL) ≤ 35%
 Natural water content ≥ 0.9LL
 Liquid Index ≤ 0.75
If the cohesive soil does not meet all criteria, then it is
generally considered to be not susceptible to
liquefaction. Although the cohesive soil may not
liquefy, there could still be a significant undrained
shear strength loss due to the seismic shaking (Robert
W. Day, 2002) [5].
The soil with liquefaction susceptibility must be
below the groundwater table. Liquefaction
susceptibility decreases strongly with increasing depth
to the water table (Robert W. Day, 2002) [5].
The cyclic resistance ratio (CRRM=7.5) with
earthquake magnitude (Mw = 7.5) developed by
NCEER Method using corrected standard penetration
test data is computed as [3-8]
2
1
1.3
)(N
)(N34
95
CRR*100 601
601
7.5M 

 (1)
Where (N1)60 is the corrected, clean-sand equivalent
SPT value. It is provided a value of (N1)60 ≤ 30 in this
equation 1.
The corrected SPT blowcount proposed by Robertson
and Fear (1996) is calculated with:
  SRBENSPT601 CCCCCNN  (2)
The correction factor (CN) normalizes the measured
blowcount to an equivalent value under one
atmosphere of effective overburden stress:
0.2
p
C
vo
a
N 

 (3)
Where σʹv0 is the vertical effective stress at the depth
of NSPT and Pa is one atmosphere of pressure in the

same units as σʹv0, CE is corrected energy ratio, CB is
the correction factor of borehole diameter, CR is
correction factor for rod length and CS is the
correction for sampler with or without liner.
The clean-sand equivalent is made based on the fines
content of the soil sample:
     601601601 NΔNNequivalentsandclean 
(4)
The correction factor Δ (N1)60 is computed with the
linear function:
 For 5%FC 
  0.0NΔ 601 
 For 35%FC5% 
    305FC*7NΔ 601 
 For 35%FC 
  7.0NΔ 601 
Where FC is the fines content (percent finer than
0.075mm)
The cyclic stress ratio (CSR) proposed by Seed et al.
(1985) is calculated as [10-17]
d
v0
v0max
γ
σ
σ
g
a
0.65CSR

 (5)
Where g is the acceleration due to gravity (9.81 m/s2
),
σv0 is the total vertical overburden stress, and σʹv0 is
the effective vertical overburden stress at the depth of
interest. The stress reduction factor rd is computed as,
 4200z105z42zz10*1.61.0r 2446
d  
(6)
Where, z is the depth below the ground surface in
meters.
Moment magnitude is defined as a function of the
seismic moment M0. This measures the extent of
deformation at the earthquake source and can be
evaluated as follows (Amr S. Elnashai and Luigi Di
Sarno, 2008) [16, 18]:
M0 = G A Δu (7)
Where G is the shear modulus of the material
surrounding the fault, A is the fault rupture area and Δ
u is the average slip between opposite sides of the
fault. Mw is computed by:
Mw = 0.67 log (M0 ) −10.70 (8)
Where, M0 is expressed in ergs.
Cornell, et al. (1979) proposed the mean of log peak
ground acceleration (in units of g) and peak ground
acceleration is calculated with the source distance.
Ln (PGA) = - 0.152+0.859Mw - 1.803ln (R+25) (9)
Where, PGA = Peak ground acceleration
Mw = Moment magnitude
R = Source Distance
If the computed cyclic resistance ratio (CRR) of the
soil is less than or equal to cyclic stress ratio (CSR)
generated due to the earthquake, the soil is suffered
the liquefaction problem at that locations. The factor
of safety against liquefaction (FS) is defined with
(Ishihara, 1993) [17];
CSR
CRR
FS  (10)
The soil with the depth of SPT profiles is predicted to
liquefy if FS ≤ 1.0, while FS >1.0 indicates no
liquefaction.
To Liquefaction Potential Index (LPI) is a single-
valued parameter to evaluated regional liquefaction
potential. LPI at a site is computed by integrating the
factor of safety (FS) along the soil column. A
weighting function is added to give more weight to
the layers closer to the ground surface.
For the soil profiles, the Liquefaction Potential Index
(LPI) proposed by Luna and Frost 1998 can be
expressed as follows:
 
n
i i i
i 1
LPI F z W H

 
(11)
With
iii 1.0FSforFS1F 
ii 1.0FSfor0F 
0.5Z10Wi  for z 20 m
0Wi  for z 20m
Where n denotes the number of discretized layers, Hi
is the thickness of the discretized layer, and Fi denotes
the liquefaction severity for layer which is a function

of the FS defined in Equation. Finally, Wi is the
weighting function as defined in Equation.
The categories of liquefaction severity were modified
by Luna and Frost (1998) as shown in Table 1. Also,
the category adopted in this study is proposed, as
discussed below [1].
Table 1. Historic liquefaction severity assessed from the liquefaction potential index (LPI)
LPI Iwasaki et al. (1982) Luna and Frost (1998)
0 Not likely Little to none
0 < LPI ≤ 5 Minor Minor
5 < LPI ≤ 15 - Moderate
15 < LPI ≤ 100 Severe Major
The evaluation of the liquefaction potential index
(LPI) predicts surface detection of liquefaction,
liquefaction damage or failure potential of a
liquefaction-prone area. The LPI is computed by
integrating the FS values over the depth of soil
columns limited to the depths ranging from 0 to 20 m
below the natural ground surface, providing an
assessment of liquefaction-related surface damage.
The factor safety of soil during strong earthquakes
with different magnitudes is calculated by using
equation. 9. Factor of safety (FS) against liquefaction
is evaluated corresponding to different earthquakes
7.26, 7.5, 7.66, 7.93 and 8.13 Mw with peak ground
acceleration 0.21 g, 0.25 g, 0.29 g, 0.36 g and 0.43g.
IV. SOIL INVESTIGATION AND SOIL
DISTRIBUTION MAP
Soil investigation, called geotechnical investigation, is
the important thing to design about the structure
construction. It is to test the physical properties on
site to understand the ground conditions for
geotechnical design (foundations, retaining walls &
soil improvement). There are three basic types of soil
condition: sand, silt and clay. Soil distribution map is
a map to show the soil types and is very useful tool
for geotechnical engineering.
The twenty nine townships in this city are selected as
the study area for the research. Data collection is the
hardest parts of the research work which consumed
time and 530 bore logs are collected for the
liquefaction analysis. The borehole records contained
the geotechnical information such as grain size
distribution, Atterberg limits, N-values, moisture
content, density and unit weight. The location map of
boreholes is presented in Fig 2.
Soil distribution maps at different depth are analyzed
by using Unified Soil Classification System. There are
seven soil types such as SM (Silty Sand), CL (Clay
with Low Plasticity), CH (Clay with High Plasticity),
MH (Silt with High Plasticity), ML (Silt with Low
Plasticity), and SC (Clayey Sand) in these maps. In
this research, soil distribution maps are developed by
using ArcGIS software at Yangon area.
Figure 2. Location Map of Boreholes
Figure 3. Soil Distribution Map at 5 m Depth

The most area of Yangon City, namely Hlaing,
Mayangone, Insein, Mingalartaungnyut, South
Okkalarpa, Thingangyun, Thekata and Ahlone
Townships are covered by the CH soil type up to 5 m
depth in Fig 3. Some area such as Hlaing,
Hlaingtharyar, Mayangone, South Okkalarpa,
Mingalartaungnyut, Ahlone and Tarmwe Townships
are covered by CH soil type between 5 m and 10 m
shown in Fig 4. In Hlaing, Mayangone, Insein,
Yankin, Mingalartaungnyut and Ahlone Townships, it
is found that CL soil type mostly covered between 10
m and 15 m depth in Fig 5. The SM and CH soil type
is covered in Yangon area at 20 m depth. The soil
liquefaction has been occurred in silty sand during
earthquakes shown in Fig 6. Therefore, the
development of liquefaction potential map is needed
for these study area.
V. Liquefaction Potential Mapping
In this research, the safety factor (FS) against
liquefaction of five hundred and thirty (530) borehole
locations is evaluated by NCEER Method. The FS at
different soil profiles is calculated by using different
earthquake magnitudes such as 7.26, 7.5, 7.66, 7.93
and 8.13 Mw with peak ground acceleration 0.21 g,
0.25 g, 0.29 g, 0.36 g and 0.43g. Liquefaction
potential index (LPI) values for different site locations
are computed by using Luna and Frost Method.
Liquefaction assessments are categorized based on
LPI values. i.e. none to little for LPI = 0, minor for 0
< LPI ≤ 5, moderate for 5 < LPI ≤ 15 and major for
LPI > 15. Liquefaction potential map plays an
important role to know liquefaction susceptibility at
specific locations. Liquefaction Potential Maps are
developed by ArcGIS software shown in Fig: 7, 8 9,
10 and 11. It was shown that the liquefaction potential
map was developed for 1 % probability of
exceedancce in 50 years with moment magnitude Mw
= 8.13 and amax = 0.43 g in Fig 7. The liquefaction
potential map for 2 % probability of exceedance in 50
years with Mw = 7.93 and amax = 0.36 g was prepared
in Fig. 8. The liquefaction potential map was
developed with 5% probability of exceedance in 50
years (Mw = 7.66 and amax = 0.29) shown in Fig 9. In
Fig. 10, the liquefaction map for 10 % probability of
exceedance in 50 years with moment magnitude Mw
= 7.5 and amax= 0.25 g was prepared. The
development of liquefaction potential map for 20%
probability of exceedance in 50 years with Mw = 7.26
and amax = 0.21 g was shown in Fig 11. The LPI
values of the area around the river are higher than
other area in this city.

Figure 7. Liquefaction potential map for 1 %
probability of exceedance in 50 years
Figure 8. Liquefaction potential map for 2 %
Figure 9. Liquefaction potential map for 5%
VI. RESULTS AND DISCUSSIONS
The liquefaction potential map of Yangon City offers
a quantitative approach for mapping liquefaction
susceptibility. The Yangon City area are taken as the
study area for evaluation of liquefaction potential of
soil. A total of 530 numbers of borehole data in
Yangon City, both undisturbed and disturbed soil test
reports were supported by Yangon City Development
Committee and professionals working in geotechnical
engineering field. In this research, factor safety
against liquefaction (FS) and corresponding
liquefaction potential indices (LPI) for the seismic
scenario were evaluated using SPT based
semiempirical producers.
The liquefaction susceptibility at different sites in
Yangon City is shown in LPI maps. Liquefaction
potential maps for earthquakes such as 1%, 2%, 5%,

10% and 20% probability of exceedance in 50 years
are analyzed by using LPI values. The maps of LPI
are developed for the city to predict the occurrence of
liquefaction damages for the earthquake magnitudes
such as Mw = 7.26, Mw = 7.5, Mw = 7.66, Mw = 7.93
and Mw = 8.13 of amax level 0.21g, 0.25 g, 0.29 g, 0.36
g and 0.43 g shown in Fig 7, 8, 9, 10 and 11 of the
previous section. The liquefaction potential maps
showed the liquefaction vulnerability at different sites
of the city. The liquefaction susceptibility for sites
with LPI > 15 is very high and the liquefaction is very
unlikely at sites with LPI < 5.
Most of the area is minor and moderate of
liquefaction with 1 % probability of exceedance in 50
years as shown Fig: 7. Some area is suffered the
major liquefaction problem. The LPI values of the
area are varied from 16.75 to 52.09 in the figure. As
can be seen in Fig: 8, Hlaing, Insein and Kamaryut
Twonships are moderate and major of liquefaction
susceptibility and most of the townships was lower
than 5 for 2 % probability of exceedance in 50 years.
LPI values arranged from 13.69 to 48.51 shown in
figure. Insein, Hlaing and Kamaryut Twonships are
moderate of liquefaction susceptibility and most of
the townships are minor of liquefaction susceptibiliy
for 5 % probability of exceedance in 50 years shown
in Fig 9. The LPI values varied from 15 to 42.73.
Some of the area of city; namely Inseing Hlaing and
Dagon Myothit Seikkan Townships are moderate of
liquefaction susceptibility and the other townships are
minor of liquefaction susceptibility for 10 %
probability of exceedance in 50 years as shown in Fig:
10. There is no major to liquefaction susceptibility in
the map. In Fig 11, most of the areas are minor of
liquefaction susceptibility for 20 % probability of
exceedance in 50 years. Other townships are minor
state of liquefaction problem.
The liquefaction potential maps are proposed by five
earthquake levels with 20 m depth of soil profiles.
The results showed that the thickness of discrete soil
layer and blow accounts are very important
parameters in soil liquefaction. The liquefaction
potential maps shown in figures serves as useful tools
for geotechnical engineering to mitigate liquefaction
hazards in future earthquakes. In this research, these
maps are suitable for deep foundation in Yangon City.
VII. CONCLUSION
The liquefaction potential maps for this study
revealed that the selected areas are higher for
liquefaction susceptibility during 1% probability of
exceedance in 50 years. The seismological aspects
such as ground motion levels and earthquake
magnitudes are the most important factors of
liquefaction potential. The appropriate peak horizontal
ground acceleration for the scenario earthquake can
be chosen one of the uncertain factors for future
study. The liquefaction potential of the Yangon city
varied from none to major liquefaction susceptibility.
LPI value of each SPT profile is evaluated from the
safety factor that is estimated using the NCEER
method. The liquefaction potential maps were
generated for Yangon city to predict the occurrence of
damaging liquefaction for different moment
magnitudes. In this research, the liquefaction potential
maps were developed for Yangon city to predict the
occurring liquefaction damages for 1%, 2%, 5%, 10%
and 20% probabilities of exceedance in 50 years.
These maps will benefit for the designers and
practicing engineers to identify liquefaction
vulnerability of the proposed work at particular area
in Yangon City.
Acknowledgments
The authors are grateful for the Yangon City
Development Committee, Committee for Quality
Control of High-Rise Building Construction Projects
in Myanmar and professional working in geotechnical
engineering field for providing the borehole data at
different sites in the study area.
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