determination of liquefaction potential by sub -surface exploration using standard...

IJISET - International Journal of Innovative Science, Engineering & Technology, Vol. 2 Issue 10, October 2015.

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Determination of Liquefaction Potential By Sub-Surface Exploration Using Standard Penetration Test

1Sabih Ahmad, 2M.Z.Khan, 3Abdullah Anwar and 4Syed Mohd. Ashraf Husain 1 Associate Professor and Head, Civil Engineering Department, Integral University, Lucknow, Uttar Pradesh (226022), India, E-mail: [email protected]

2 Professor and Head, Civil Engineering Department, I.E.T. Sitapur Road Lucknow, Uttar Pradesh (226022), India, E-mail: [email protected]

3Assistant Prof., Civil Engineering Department, Integral University,

Lucknow, Uttar Pradesh (226022), India, E-mail: [email protected]

4Assistant Prof., Civil Engineering Department, Integral University, Lucknow, Uttar Pradesh (226022), India, E-mail: [email protected]

Abstract The Standard Penetration Test (SPT) is the most widely used in-situ test throughout the world for subsurface geotechnical investigation and this procedure have evolved over a period of 100 years. Estimation of the liquefaction potential of soils for earthquake design is often based on SPT test. Liquefaction is one of the critical problems in the field of Geotechnical engineering. It is the phenomena when there is loss of shear strength in saturated and cohesion-less soils because of increased pore water pressures and hence reduced effective stresses due to dynamic loading. Semi empirical field-based procedures for evaluating liquefaction potential during earthquakes uses experimental findings together with the theoretical considerations for establishing the framework of the analysis procedure. The major factors affecting the liquefactions potential of soils are the earthquake magnitude, the vertical effective overburden stress, SPT N-value, the peak acceleration at the ground surface, unit weight of soil above and below ground water table and the fine content of the soil. In this paper determination of liquefaction potential of soil is carried out using Semi-Empirical SPT based procedure.

Keywords: Liquefaction, Earthquake, Semi-empirical, SPT

1. Introduction It is well recognized that structures located on the surface of liquefiable soil may severely damaged due liquefaction of supporting soil during earthquakes. Liquefaction of loose, cohesionless, saturated soil deposit is a subject of intensive research in the field of Geo-technical engineering over the past 40 years. The liquefaction characteristic of a soil depends on several factors, such as ground acceleration, grain size distribution, soil density, thickness of the deposits and especially the position of the ground-water table. Liquefaction and ground failures are commonly associated with large earthquakes. Standard Penetration Test (SPT) is the most widely used method for evaluating the liquefaction characteristics of soils. The development of SPT-based liquefaction triggering procedures has progressed over the

years through the efforts of countless researchers. Development of SPT-based correlations began in Japan (e.g., Kishida 1966) [1] and progressed through to the landmark work of Seed et al. (1984, 1985) [2]-[3] which set the standard in engineering practice for over two decades (Youd et al. 2001) [4]. Recent updates to SPT based procedures include those by Idriss and Boulanger (2008, 2010) [5]-[6]. The SPT-based procedures from Youd et al. (2001) [4] and Idriss and Boulanger (2010) [6] are compared in Figure 1.1 with the case history data.

Fig.1: Examples of SPT-based liquefaction triggering

curves with a database of case histories processed with the Idriss-Boulanger (2008) procedure (from Idriss and Boulanger 2008)

The liquefaction triggering databases provide an opportunity for researchers to re-evaluate liquefaction triggering procedures and updating them as per different soil conditions. The strength of semi-empirical procedure is the use of both

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experimental findings together with the theoretical considerations for establishing the framework of the analysis procedure.

2. Standard Penetration Test (SPT) The Standard Penetration Test was introduced in 1947 and is now in widespread use because of its low cost, simplicity and versatility. In 1947, Karl Terzaghi described the ‘‘Standard Penetration Test’’ (SPT) in a presentation titled ‘‘Recent Trends in Subsoil Exploration,’’ which he gave at the 7th Conference on Soil Mechanics and Foundation Engineering at the University of Texas at Austin. The first published SPT correlations appeared in Terzaghi and Peck (1948) [7]. Estimation of the liquefaction potential of saturated granular soils for earthquake design is often based on SPT tests. The test consists of driving a standard 50-mm outside diameter thick walled sampler into soil at the bottom of a borehole, using repeated blows of a 63.5-kg hammer falling through 760 mm. The SPT ‘N’ value is the number of blows required to achieve a penetration of 300 mm, after an initial seating drive of 150 mm. Correlations relating SPT blow counts for silts & clays and for Sands & Gravels, from Peck et al. (1953) [8] is depicted in Table 1. The SPT procedure and its simple correlations quickly became soil classification standards. Estimated values of Soil friction and cohesion based on uncorrected SPT blow counts from Karol (1960) [9] are presented in Table 2. Table 1: Correlations relating SPT blow counts for silts & clays and for Sands & Gravels, from Peck et al. (1953)

Table 2: Estimated values of Soil friction and cohesion based on uncorrected SPT blow counts, from Karol (1960)

Fig. 2: Standard Penetration Test

S. No. Blows/Ft (NSPT)

Sands and Gravels

Blows/Ft (NSPT)

Silts and Clay

1 0-4 Very Loose 0-2 Very Soft

2 4-10 Loose 2-4 Soft

3 10-30 Medium 4-8 Firm

4 30-50 Dense 8-16 Stiff

5 Over 50 Very Dense 16-32 Very Stiff

6. _ _ Over 32 Hard

S. N

o.

Soil Type SPT Blow

Counts

Undisturbed Soil

Cohesion (psf)

Friction Angle (◦)

1.

Coh

esiv

e So

il

Very Soft <2 250 0

2. Soft 2-4 250-500 0

3. Firm 4-8 500-1000 0

4. Stiff 8-15 1000-2000 0

5. Very Stiff 15-30 2000-

4000 0

6. Hard >30 >4000 0

7.

Coh

esio

nles

s So

il

Loose <10 0 28

8. Medium 10-30 0 28-30

9. Dense >30 0 32

10.

Inte

rmed

iate

So

il

Loose <10 0 28

11. Medium 10-30 0 28-30

12. Dense >30 0 32

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Fig. 3: SPT conducted at the Site in Lucknow

3. MECHANISM OF LIQUEFACTION The phenomenon of liquefaction can be divided into two main categories [10]:

a) Flow liquefaction: It is the phenomenon in which the static equilibrium is destroyed by static or dynamic loads in a soil deposit with low residual strength (strength of liquefied soil).It occurs when the static shear stress in the soil exceeds the shear strength of liquefied soil. This will cause large deformation in soils. Earthquakes, blasting and pile driving are all examples of dynamic loads that could trigger flow liquefaction. Once triggered the strength of the soil susceptible to flow liquefaction is no longer sufficient to withstand the static stresses that were acting on the soil before the disturbances.

b) Cyclic Softening: Cyclic softening is another phenomenon, triggered by cyclic loading, occurring in soil deposits with static shear stresses lower than the soil strength. Two main engineering terms i.e, Cyclic Mobility and Cyclic Liquefaction can be used to define the cyclic softening phenomenon.

4. Ground Failure Associated with Soil

Liquefaction

The National Research Council (Liquefaction...1985) [11] lists eight types of ground failure commonly associated with the soil liquefaction in earthquakes: a) Sand boils resulting in land subsidence accompanied by

relatively minor change. b) Failure of retaining walls due to increased lateral loads

from liquefied backfill or loss of support from the liquefied foundation soils.

c) Ground settlement, generally linked with some other failure mechanism.

d) Flow failures of slopes resulting in large down slope movements of a soil mass.

e) Buoyant rise of buried structures such as tanks. f) Lateral spreads resulting from the lateral movements of

gently sloping ground. g) Loss of bearing capacity resulting in foundation failures. h) Ground oscillation involving back and forth

displacements of intact blocks of surface soil.

5. DETERMINATION OF LIQUEFACTION POTENTIAL OF SOIL USING SPT

SPT follows three main steps in evaluation of liquefaction assessment of an area

i. Calculation of Cyclic Stress Ratio (CSR), induced at various depth within the soil by the earthquake.

ii. Assessment of the capacity of soil to resist liquefaction using in-situ test data from SPT, expressed as Cyclic Resistance Ratio (CRR).

iii. Evaluation of liquefaction potential by calculating the factor of safety (FS) against liquefaction, where; FS = CRR/CSR

Semi-Empirical approach for determination of liquefaction of soil as suggested by Boulanger and Idriss using Standard Penetration Test (SPT) blow count (N-values) is summarized below:

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5.1 Calculation of Cyclic Shear Stress Ratio (CSR):

The cyclic shear stress ratios (CSR) induced by earthquake ground motions, at a depth z below the ground surface, using the following equation

𝑪𝑺𝑹 = 𝟎.𝟔𝟓 �𝝈𝒗𝒐 𝒂𝒎𝒂𝒙𝝈′𝒗𝒐

� 𝒓𝒅 amax = maximum horizontal acceleration at the ground surface σvo = total vertical stress σ`

vo = effective vertical stress at depth z = depth (m) rd = stress reduction coefficient that accounts for the flexibility of the soil column

The value of CSR is adjusted for the magnitude, M= 7.5. Accordingly, the value of CSR is given as: (𝑪𝑺𝑹)𝑴−𝟕.𝟓 = 𝑪𝑺𝑹

𝑴𝑺𝑭= 𝟎.𝟔𝟓 �𝝈𝒗𝒐 𝒂𝒎𝒂𝒙

𝝈′𝒗𝒐� 𝒓𝒅𝑴𝑺𝑭

where,

MSF- Magnitude Scaling Factor Stress reduction coefficient (rd) is expressed as a function of depth (z) and earthquake magnitude (M): 𝑳𝒏 (𝒓𝒅) = 𝜶(𝒛) + 𝜷(𝒛)𝑴 𝜶(𝒛) = −𝟏.𝟎𝟏𝟐 − 𝟏.𝟏𝟐𝟔 𝐬𝐢𝐧 � 𝒛

𝟏𝟏.𝟕𝟑+ 𝟓.𝟏𝟑𝟑�

𝜷(𝒛) = 𝟎.𝟏𝟎𝟔 + 𝟎.𝟏𝟏𝟖 𝐬𝐢𝐧 � 𝒛

𝟏𝟏.𝟐𝟖+ 𝟓.𝟏𝟒𝟐�

where,

z = Depth (m) M = Magnitude of earthquake rd = Stress reduction coefficient The above equations were appropriate for depth, z ≤ 34m. However, for depth, z > 34m; the following expression is used:

𝒓𝒅 = 𝟎.𝟏𝟐𝐞𝐱𝐩(𝟎.𝟐𝟐 𝑴)

The magnitude scaling factor, MSF, is used to adjust the induced CSR during earthquake magnitude M to an equivalent CSR for an earthquake magnitude, M = 7.5

𝑴𝑺𝑭 = 𝑪𝑺𝑹𝑴 𝑪𝑺𝑹𝑴−𝟕.𝟓�

Idriss (1999) [12] re-evaluated the MSF relation which is given by:

𝑴𝑺𝑭 = 𝟔.𝟗𝐞𝐱𝐩�−𝑴𝟒� − 𝟎.𝟎𝟓𝟖

where;

M= Magnitude of the earthquake The MSF should be less than equal to 1.8 Boulanger and Idriss (2004) [13] found that overburden stress effects on the Cyclic Resistance Ratio (CRR). The recommended K curves are expressed as follows:

𝑲𝝈 = 𝟏 − 𝑪𝝈 𝐥𝐧 �𝝈′𝒗𝒐𝑷𝒂� ≤ 𝟏.𝟎

The coefficient Cσ is expressed in terms of (N1)60

𝑪𝝈 = 𝟏𝟏𝟖.𝟗−𝟐.𝟓𝟓 �(𝑵𝟏)𝟔𝟎

where,

(N1)60 is limited to maximum value of 37 and 211 respectively (i.e., keeping Cσ less than equal to 0.3) The evaluation of CSR on applying the K factor as described by (Boulanger and Idriss (2004) [13] is: (𝑪𝑺𝑹)𝑴=𝟕.𝟓 = 𝟎.𝟔𝟓 �𝝈𝒗𝒐 𝒂𝒎𝒂𝒙

𝝈′𝒗𝒐� 𝒓𝒅𝑴𝑺𝑭

𝟏𝑲𝝈

5.2 Calculation of Cyclic Resistance Ratio (CRR): Boulanger and Idriss (2004) [13] adjusted the equation of CRR to an equivalent clean sand value as follows:

𝑪𝑹𝑹 = 𝐞𝐱𝐩�(𝑵𝟏)𝟔𝟎𝒄𝒔

𝟏𝟒.𝟏+ �

(𝑵𝟏)𝟔𝟎𝒄𝒔

𝟏𝟐𝟔�𝟐

− �(𝑵𝟏)𝟔𝟎𝒄𝒔

𝟐𝟑.𝟔�𝟑

+ �(𝑵𝟏)𝟔𝟎𝒄𝒔

𝟐𝟓.𝟒�𝟒

− 𝟐.𝟖�

Subsequent expressions describe the way parameters in the above equation are calculated as: (𝑵𝟏)𝟔𝟎𝒄𝒔 = (𝑵𝟏)𝟔𝟎 + ∆(𝑵𝟏)𝟔𝟎

∆(𝑵𝟏)𝟔𝟎 = 𝒆𝒙𝒑 �𝟏.𝟔𝟑 + 𝟗.𝟕𝑭𝑪− �𝟏𝟓.𝟕

𝑭𝑪�𝟐�

(𝑵𝟏)𝟔𝟎 = 𝑪𝑵(𝑵)𝟔𝟎

Eqn. 1

Eqn. 2

Eqn. 3(a)

Eqn. 3(b)

Eqn. 3(c)

Eqn. 3(d)

Eqn. 4(a)

Eqn. 4 (b)

Eqn. 5 (a)

Eqn. 5 (b)

Eqn. 6

Eqn. 7(b)

Eqn. 7 (c)

Eqn. 7 (a)

Eqn. 7 (d)

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where,

(N) 60 – SPT ‘N’ value after correction to an equivalent 60% hammer efficiency

CN – Overburden Correction Factor for Penetration resistance FC – Fine contents

5.3 Calculation of factor of Safety (FS):

If the cyclic stress ratio caused by an earthquake is greater than the Cyclic Resistance Ratio (CRR) of the in-situ soil, then liquefaction could occur during the earthquake and vice-versa. The Factor of Safety against liquefaction is defined as :

𝑭𝑺𝑳𝒊𝒒 =𝑪𝑹𝑹𝑪𝑺𝑹

Liquefaction is predicted to occur when FS ≤ 1.0, and liquefaction predicted not to occur when FS > 1. The higher the factor of safety, the more resistant against liquefaction [14]. 5.4 Determination of Liquefaction:

5.4.1 Experimental Methodology:

Standard Penetration Test were conducted at a site in Lucknow to collect bore-hole datasets. The soil specimen was collected from these bore-holes up to depth of 21.30 meters as well as SPT N-values were also determined at a regular interval of depth 1.5 m. The soil samples were used to determine liquid limit; plastic limit; angle of internal friction; particle size finer than 10mm, 4.75mm, 2 mm, 1mm, 600µ, 425µ, 212µ, 150µ, 75µ , natural water content, bulk unit weight. All experiments were conducted according to Bureau of Indian Standard’s guidelines for soil testing. 5.4.2 Data Modification:

To calculate liquefaction potential corrected SPT-N values are used. Value correction was adopted as given by IS: 2131-1981[15]. 5.4.2.1 Correction for overburden pressure:

N-value obtained from SPT test is corrected as per following equation:

(𝑵𝟏)𝟔𝟎 = 𝑪𝑵(𝑵)𝟔𝟎 C N- Correction factor obtained directly from the graph given in Indian Standard Code (IS: 2131-1981). (Fig. 6)

Fig. 4: Correction due to overburden Pressure

It can also be calculated using the relationship:

𝑪𝑵 = 𝟎.𝟕𝟕 𝒍𝒐𝒈𝟏𝟎𝟏𝟗𝟔𝟎𝝈𝒛′

𝝈𝒛′ = effective overburden pressure in kN/m2 [16]. 5.4.2.2 Correction for Dilatancy correction:

The values obtained in overburden pressure (N1) shall be corrected for dilatancy if the stratum consist of fine sand and silt below water table for values of N1 greater than 15 as under [17]:

𝑵𝒄 = 𝟏𝟓 + 𝟎.𝟓 (𝑵𝟏 − 𝟏𝟓) 6. Results and Discussions: This study refers to the prediction of liquefaction potential of soil by conducting Standard Penetration Test at a site in Lucknow. To meet the objective four boreholes sets (BH-1, BH-2, BH-3 and BH-4) were analyzed, field and laboratory tests were conducted for the prediction of liquefaction potential. The water table at varying depth and earthquake magnitude of (M= 7.5) value were considered for assessing liquefaction potential The data sets were used to determine liquefaction parameters viz., Cyclic Resistance Ratio (CRR) and Cyclic Stress Ratio (CSR) by Idriss and Boulanger method to identify the liquefaction prone areas.

Eqn. 8

Eqn. 9

Eqn. 10

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Table 3: Water Table and Earthquake Magnitude

Parameter BH-1 BH-2 BH-3 BH-4

Depth of water table (m) 4.100 4.600 4.600 4.750

Earthquake magnitude

(rector scale) 7.5 7.5 7.5 7.5

Table 4: IS Soil Classification (IS: 1498-1970) Symbol Soil Description SP Poorly graded sand SM Silty sand ML Very fine sand CL Silty clay with low plasticity CI Sandy clay with medium plasticity CH Silty clay with high plasticity 1. Bore Hole (BH) 1: Table 5: Study about liquefaction potential for Water

Table at 4.100m S.No Depth

(Z) m SPT-N value

CSR CRR FSLiq Status

1. 1 11 0.084 0.23 2.74 No 2. 2.50 4 0.083 0.13 1.56 No 3. 4.00 1 0.082 0.10 1.21 No 4. 5.50 7 0.096 0.15 1.56 No 5. 7.00 7 0.105 0.14 1.33 No

6. 8.50 8 0.111 0.15 1.35 No

7. 10.00 9 0.115 0.11 0.95 Yes

8. 11.50 11 0.117 0.13 1.10 Probability exist

9. 13.00 13 0.119 0.19 1.59 No

10. 14.50 15 0.119 0.21 1.76 No

11. 16.00 17 0.118 0.23 1.94 No

12. 17.50 17 0.117 0.22 1.88 No

13. 19.00 19 0.116 0.25 2.15 No

14. 20.50 19 0.114 0.24 2.10 No

Fig. 5: Bore Log Chart of Bore Hole (BH-1)

Liquefaction Potential for Bore Hole (BH-1)

Depth below Ground Surface (m)

0 5 10 15 20 25

FSLi

q

0.0

0.5

1.0

1.5

2.0

2.5

3.0

Depth below Ground Surface (m) vs FSLiq

Fig. 6: Graph of FSLiq vs Depth (z) for Bore Hole (BH-1)

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2. Bore Hole (BH) 2:

Table 6: Study about liquefaction potential for water table at 4.600m

S.No. Depth

(Z) m SPT N value


1. 1 11 0.084 0.23 2.74 No 2. 2.50 4 0.083 0.13 1.57 No 3. 4.00 3 0.082 0.11 1.34 No 4. 5.50 9 0.090 0.17 1.88 No 5. 7.00 10 0.101 0.17 1.68 No 6. 8.50 10 0.107 0.17 1.58 No 7. 10.00 11 0.112 0.13 1.16 Probability

exist 8. 11.50 13 0.115 0.14 1.21 No 9. 13.00 14 0.116 0.20 1.72 No

10. 14.50 15 0.117 0.21 1.79 No 11. 16.00 16 0.116 0.21 1.81 No 12. 17.50 19 0.116 0.26 2.24 No 13. 19.00 19 0.114 0.25 2.19 No 14. 20.50 20 0.113 0.26 2.30 No



0 5 10 15 20 25

FSLi

q

0.0

0.5

1.0

1.5

2.0

2.5

3.0




3. Bore Hole (BH) 3: Table 7: Study about liquefaction potential for water table

at 4.600m

S.No Depth (Z) m

SPT N value


1. 1 12 0.084 0.22 2.61 No 2. 2.50 10 0.083 0.19 2.28 No 3. 4.00 1 0.082 0.10 1.21 No 4. 5.50 2 0.090 0.10 1.11 No 5. 7.00 6 0.099 0.13 1.31 No

6. 8.50 9 0.106 0.15 1.41 No

7. 10.00 11 0.110 0.12 1.09 Yes

8. 11.50 11 0.112 0.12 1.07 Yes

9. 13.00 12 0.114 0.16 1.40 No

10. 14.50 15 0.114 0.18 1.57 No

11. 16.00 16 0.114 0.18 1.57 No

12. 17.50 20 0.113 0.22 1.94 No

13. 19.00 20 0.112 0.21 1.87 No

14. 20.50 18 0.110 0.19 1.72 No

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0 5 10 15 20 25

FSLi

q

0.0

0.5

1.0

1.5

2.0

2.5

3.0




4. Bore Hole (BH) 4: Table 8: Study about liquefaction potential for water table at 4.750m

S.No Depth (Z) m

SPT N value


1. 1 11 0.084 0.23 2.73 No 2. 2.50 1 0.083 0.10 1.20 No 3. 4.00 3 0.082 0.11 1.34 No 4. 5.50 1 0.088 0.10 1.13 No 5. 7.00 7 0.099 0.14 1.41 No 6. 8.50 8 0.105 0.15 1.42 No 7. 10.00 9 0.110 0.11 1.00 Yes 8. 11.50 11 0.113 0.12 1.06 Yes 9. 13.00 11 0.114 0.16 1.40 No 10. 14.50 13 0.115 0.18 1.56 No 11. 16.00 16 0.115 0.21 1.82 No 12. 17.50 15 0.114 0.19 1.66 No 13. 19.00 17 0.113 0.21 1.85 No 14. 20.50 19 0.112 0.24 2.14 No


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0 5 10 15 20 25

FSLi

q

0.0

0.5

1.0

1.5

2.0

2.5

3.0




Liquefaction Potential for Bore Hole (BH-1, 2, 3 & 4)


0 5 10 15 20 25

FSLi

q

0.0

0.5

1.0

1.5

2.0

2.5

3.0

Depth below Ground Surface (m) vs FSLiq (BH-1)Depth below Ground Surface (m) vs FSLiq (BH-2)Depth below Ground Surface (m) vs FSLiq (BH-3)Depth below Ground Surface (m) vs FSLiq (BH-4)

Fig. 13: Combined Graph of FSLiq vs Depth (z) for Bore

Hole (BH-1, BH-2, BH-3, BH-4)

7. Conclusion SPT- based liquefaction triggering procedure is presented in this study. The framework for liquefaction analysis based on SPT includes four key functional terms viz; (CN, Kσ, MSF, and rd). Liquefaction is said to occur if the FSliq ≤ 1. However, some of the studies reveals that liquefaction have also occurred when FSLiq> 1 [18], uncertainties exist due to different soil conditions, validity of case history data and calculation method chosen. Further studies are required for assessment of liquefaction to obtain more accurate results. References [1] Kishida, H. (1966). "Damage to reinforced concrete buildings in

Niigata City with Special reference to foundation engineering." Soils and Foundations, Japanese Society of Soil Mechanics and Foundation Engineering, 6(1),71–86.

[2] Seed, H. B., Tokimatsu, K., Harder, L. F. Jr., and Chung, R.

(1984). The influence of SPT procedures in soil liquefaction resistance evaluations. Earthquake Engineering Research Center, University of California, Berkeley, Report No. UCB/EERC-84/15, 50 pp.

[3] Seed, H. B., Tokimatsu, K., Harder, L. F. Jr., and Chung, R.

(1985). "Influence of SPT procedures in soil liquefaction resistance evaluations." Journal of Geotechnical Engineering, ASCE, 111(12), 1425-1445.

[4] Youd, T. L., Idriss, I. M., Andrus, R. D., Arango, I., Castro, G.,

Christian, J. T., Dobry, R., Finn, W. D. L., Harder, L. F., Hynes, M. E., Ishihara, K., Koester, J. P., Liao, S. S. C., Marcuson, W. F., Martin, G. R., Mitchell, J. K., Moriwaki, Y., Power, M. S., Robertson, P. K., Seed, R. B., and Stokoe, K. H. (2001).

[5] Idriss, I. M., and Boulanger, R. W. (2008). Soil liquefaction

during earthquakes. Monograph MNO-12, Earthquake Engineering Research Institute, Oakland, CA, 261 pp.

[6] Idriss, I. M., and Boulanger, R. W. (2010). "SPT-based

liquefaction triggering procedures." Report UCD/CGM-10/02, Department of Civil and Environmental Engineering, University of California, Davis, CA, 259 pp.

[7] Terzaghi,K.and Peck, R. B., 1948, Soil Mechanics in

Engineering Practice, 1st ed.: John Wiley & Sons, New York, 566 p.

[8] Peck, R. B.; Hanson, W. E.; and Thornburn, T. H., 1953,

Foundation Engineering: John Wiley & Sons, New York, 410 p. [9] Karol, R. H., 1960, Soils and Soil Engineering: Prentice Hall, Englewood Cliffs, NJ, 194 p. [10], Sabih A, Khan M. Z,, Abdullah A, Ashraf S.M., (2015),

“Assessment of Liquefaction Potential of Cohesionless Soil by Semi- Empirical: SPT- Based Procedure”, International Journal of Recent Advances in Engineering & Technology (IJRAET),

Vol.3, Issue 10, pp 53-59, 2015

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[11] National Research Council‟s Committee on Earthquake

Engineering (1985) [12] Idriss, I.M., (1999), “An update to the Seed-Idriss simplified

procedure for evaluating liquefaction potential”, Proc., TRB Workshop on New Approaches to Liquefaction, January, Publication No.FHWA-RD-99-165, Federal Highway Administration, 1999.

[13] Boulanger, R.W., Idriss, I.M. (2004), “State normalization of

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