Overview

The primary references for the correlation was Mayne (2007) and Lunne et al. (1997). Many of the correlations listed in this section use constants within a formula. Users can set the constants in the following tables. The tables are listed in order of priority.

1. CPT_POINT_MATERIAL_PROPERTIES (split screen child of CPT_POINT_CORRELATION_PARAMETERS)
2. CPT_POINT_PARAMETERS or CPT_POINT_CORRELATION_PARAMETERS
3. CPT_PROJECT_CORRELATION_PARAMETERS or CPT_PROJECT_PARAMETERS

For example, if the Relative_Density_1_C0 field on CPT_POINT_ CORRELATION_PARAMETERS has a value it will be used in preference to the value, if any, on the CPT_PROJECT_CORRELATION_PARAMETERS table.The fields in the CPT_POINT_MATERIAL_PROPERTIES table allow the constants to be defined for depth ranges for a particular PointID. A top and bottom depth must be specified when using the CPT_POINT_MATERIAL_PROPERTIES table, and the depth ranges must not overlap.

Undrained Shear Strength and Consistency Term

Undrained Shear Strength 1

Undrained Shear Strength 1 ($//<![CDATA[ \begin{array}{l}s_u\end{array} //]]>$) in Undrained_Shear_Strength_1 is defined as:

When q_t has data,

Otherwise,

NCHRP Synthesis 368 p 39

$//<![CDATA[ \begin{array}{l}N_k\end{array} //]]>$N_k and $//<![CDATA[ \begin{array}{l}N_{kt}\end{array} //]]>$ are defined on the CPT_POINT_MATERIAL_PROPERTIES, CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables. Different values for $//<![CDATA[ \begin{array}{l}N_k\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}N_{kt}\end{array} //]]>$ can be defined for when $//<![CDATA[ \begin{array}{l}q_c\end{array} //]]>$ or $//<![CDATA[ \begin{array}{l}q_t\end{array} //]]>$ is either greater than or equal to, or less than a defined break point. Each of these tables have six fields from which the $//<![CDATA[ \begin{array}{l}N_k\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}N_{kt}\end{array} //]]>$ values, and the $//<![CDATA[ \begin{array}{l}q_c\end{array} //]]>$ and qt break point values are stored and retrieved for the calculation of $//<![CDATA[ \begin{array}{l}s_u\end{array} //]]>$ _.

The fields in the CPT_POINT_MATERIAL_PROPERTIES table allow the $//<![CDATA[ \begin{array}{l}N_k\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}N_{kt}\end{array} //]]>$ to be defined for depth ranges for a particular PointID. A top and bottom depth must be specified when using the CPT_POINT_MATERIAL_PROPERTIES table, and the depth ranges must not overlap.

If the CPT_POINT_MATERIAL_PROPERTIES table is populated for the calculated PointID, the $//<![CDATA[ \begin{array}{l}N_k\end{array} //]]>$ or $//<![CDATA[ \begin{array}{l}N_{kt}\end{array} //]]>$ that lies within the depth range of the current depth of the row in the CPT_DATA table is used to calculate $//<![CDATA[ \begin{array}{l}s_u\end{array} //]]>$. If a matching depth range for the current depth is not found, or $//<![CDATA[ \begin{array}{l}N_k\end{array} //]]>$ or $//<![CDATA[ \begin{array}{l}N_{kt}\end{array} //]]>$  is missing, then the value is taken from the CPT_POINT_CORRELATION_PARAMETERS or the CPT_PROJECT_CORRELATION_PARAMETERS tables.

Undrained Shear Strength 1 Term

The Undrained_Shear_Strength_Term_1 is defined based on the value of the Undrained_Shear_Strength_1 field and the values in the DG_LOG_CONSISTENCY_DENSITY library table.

Undrained Shear Strength 2

Undrained Shear Strength 2 ($//<![CDATA[ \begin{array}{l}s_u\end{array} //]]>$) in Undrained_Shear_Strength_2 is defined as:

When $//<![CDATA[ \begin{array}{l}q_t\end{array} //]]>$ has data,

Otherwise,

Where:

     $//<![CDATA[ \begin{array}{l}N_{kt}\end{array} //]]>$ is stored in the Undrained_Shear_Strength_2_Nkt field.

     $//<![CDATA[ \begin{array}{l}N_k\end{array} //]]>$ is stored in the Undrained_Shear_Strength_2_Nk field.

The variables are stored on CPT_POINT_MATERIAL_PROPERTIES, CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

The fields in the CPT_POINT_MATERIAL_PROPERTIES table allow the $//<![CDATA[ \begin{array}{l}N_k\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}N_{kt}\end{array} //]]>$ to be defined for depth ranges for a particular PointID. A top and bottom depth must be specified when using the CPT_POINT_MATERIAL_PROPERTIES table, and the depth ranges must not overlap.

If the CPT_POINT_MATERIAL_PROPERTIES table is populated for the calculated PointID, the $//<![CDATA[ \begin{array}{l}N_k\end{array} //]]>$ or $//<![CDATA[ \begin{array}{l}N_{kt}\end{array} //]]>$ that lies within the depth range of the current depth of the row in the CPT_DATA table is used to calculate $//<![CDATA[ \begin{array}{l}s_u\end{array} //]]>$. If a matching depth range for the current depth is not found, or $//<![CDATA[ \begin{array}{l}N_k\end{array} //]]>$ or $//<![CDATA[ \begin{array}{l}N_{kt}\end{array} //]]>$ is missing, then the value is taken from the CPT_POINT_CORRELATION_PARAMETERS or the CPT_PROJECT_CORRELATION_PARAMETERS tables.

Undrained Shear Strength 2 Term

The Undrained_Shear_Strength_Term_2 is defined based on the value of the Undrained_Shear_Strength_2 field and the values in the DG_LOG_CONSISTENCY_DENSITY library table.

Undrained Shear Strength 3

Undrained Shear Strength 3 ($//<![CDATA[ \begin{array}{l}s_u\end{array} //]]>$) based on CSSM in Undrained_Shear_Strength_3 is defined as:

When $//<![CDATA[ \begin{array}{l}q_t\end{array} //]]>$ has data,

Wroth (1984), NCHRP Synthesis 368 p 39

Where:

     _{$//<![CDATA[ \begin{array}{l}\Phi'\end{array} //]]>$}  is taken from the first of these fields with data: Friction_Angle_3 and Friction_Angle_1 
    $//<![CDATA[ \begin{array}{l}OCR\end{array} //]]>$ is taken from Overconsolidation_Ratio_1
    $//<![CDATA[ \begin{array}{l}\Lambda = 1 - \frac{C_s}{C_c}\\\end{array} //]]>$ , typically low to medium sensitivity clays are  $//<![CDATA[ \begin{array}{l}0.7 \leq \Lambda \leq0.8\end{array} //]]>$ , and sensitive and structured clays are  $//<![CDATA[ \begin{array}{l}0.9 \leq \Lambda \leq1.0\end{array} //]]>$, and is stored in the Undrained_Shear_Strength_3_Lambda field.

$//<![CDATA[ \begin{array}{l}\Lambda\end{array} //]]>$  is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Undrained Shear Strength 3 Term

The Undrained_Shear_Strength_Term_3 is defined based on the value of the Undrained_Shear_Strength_3 field and the values similar to that in DG_LOG_CONSISTENCY_DENSITY library table.

Undrained Shear Strength 4

Undrained Shear Strength 4 ($//<![CDATA[ \begin{array}{l}s_u\end{array} //]]>$) in Undrained_Shear_Strength_4 is defined as:

Trak et al. (1980), Terzaghi et al. (1996), NCHRP Synthesis 368 p 40

Where:

      $//<![CDATA[ \begin{array}{l}\sigma'_p\end{array} //]]>$  is taken from Preconsolidation_Stress_1
      $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$  is 0.22 in the published formula, and is stored in the Undrained_Shear_Strength_4_C1 field.
      $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$  is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Undrained Shear Strength 4 Term

The Undrained_Shear_Strength_Term_4 is defined based on the value of the Undrained_Shear_Strength_4 field and the values similar to that in DG_LOG_CONSISTENCY_DENSITY library table.

Undrained Shear Strength 5

Undrained Shear Strength 5 ($//<![CDATA[ \begin{array}{l}s_u\end{array} //]]>$) in Undrained_Shear_Strength_5 is defined as:

Robertson (2009), pp 28-29

Where:

      $//<![CDATA[ \begin{array}{l}\Delta u\end{array} //]]>$  is taken from Excess_Pore_Pressure field
      $//<![CDATA[ \begin{array}{l}{N_{\Delta u}}\end{array} //]]>$  is taken from Undrained_Shear_Strength_5_N field
      $//<![CDATA[ \begin{array}{l}{N_{\Delta u}}\end{array} //]]>$  is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Undrained Shear Strength 5 Term

The Undrained_Shear_Strength_Term_5 is defined based on the value of the Undrained_Shear_Strength_5 field and the values similar to that in DG_LOG_CONSISTENCY_DENSITY library table.

Relative Density and Relative Density Term

Relative Density 1

Relative density ($//<![CDATA[ \begin{array}{l}D_r\end{array} //]]>$) in Relative_Density_1 is defined as:

Baldi et al. (1986) and Al-Homoud and Wehr (2006), CPT in Geotechnical Practice p 83

Where:
     $//<![CDATA[ \begin{array}{l}q_c\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}\sigma'_{v0}\end{array} //]]>$ are in kPa
     $//<![CDATA[ \begin{array}{l}C_0\end{array} //]]>$ is stored in the Relative_Density_1_C0 field. Published value for normally consolidated 157, over consolidated 181
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is stored in the Relative_Density_1_C1 field. Published value is 0.55
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is stored in the Relative_Density_1_C2 field. Published value for normally consolidated 2.41, over consolidated 2.46
     $//<![CDATA[ \begin{array}{l}W_{ehr}\end{array} //]]>$ is the Wehr Correction for Calcareous Soils, this constant is defined in the Relative_Density_1_Wehr_Correction field and was suggested in Al-Homoud and Wehr (2006). If the field is empty the default is 1.The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Relative Density Term 1

Relative density term in Relative_Density_Term_1 is defined based on Relative_Density_1 on the CPT_DATA table and the values in the DG_LOG_CONSISTENCY_DENSITY library table.

Relative Density 2

Relative density ($//<![CDATA[ \begin{array}{l}D_r\end{array} //]]>$) in Relative_Density_2 is defined as:

Jamiolkowski et al. (2001), NCHRP Synthesis 368 pp 41-42

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is stored in the Relative_Density_2_C1 field. Published value is 0.268 for all sands
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$is stored in the Relative_Density_2_C2 field. For average compressibility: $//<![CDATA[ \begin{array}{l}C_2=-0.675\end{array} //]]>$, for high compressibility and sands of carbonate or calcareous composition: $//<![CDATA[ \begin{array}{l}C_2 \leq 1.0\end{array} //]]>$, for low compressibility: $//<![CDATA[ \begin{array}{l}C_2 \geq 2.0\end{array} //]]>$.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Relative Density Term 2

Relative density term in Relative_Density_Term_2 is defined based on Relative_Density_2 on the CPT_DATA table and the values in the DG_LOG_CONSISTENCY_DENSITY library table.

Relative Density 3

Relative density ($//<![CDATA[ \begin{array}{l}D_r\end{array} //]]>$) in Relative_Density_3 is defined as:

Kulhawy and Mayne (1990), CPT in Geotechnical Practice p 84

Where:
     $//<![CDATA[ \begin{array}{l}q_{c1}=\frac{q_c}{\sqrt{\sigma'_{v0}\cdot \sigma_{atm}}}\end{array} //]]>$
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is stored in the Relative_Density_3_C1 field. Published values range from 0.91 for low compressibility, 1.0 for medium compressible sands, to 1.09 for highly compressible
     $//<![CDATA[ \begin{array}{l}t\end{array} //]]>$ is time in years and stored in the Relative_Density_3_t field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Relative Density Term 3

Relative density term in Relative_Density_Term_3 is defined based on Relative_Density_3 on the CPT_DATA table and the values in the DG_LOG_CONSISTENCY_DENSITY library table.

Soil Behaviour Type Index

Soil Behaviour Type Index 1

The soil behaviour type index ($//<![CDATA[ \begin{array}{l}I_c\end{array} //]]>$) in Soil_Behaviour_Type_Index_1 is defined as:

     $//<![CDATA[ \begin{array}{l}I_c\end{array} //]]>$ is calculated using $//<![CDATA[ \begin{array}{l}n=1\end{array} //]]>$, if $//<![CDATA[ \begin{array}{l}I_c> I_{\text{c break}}\end{array} //]]>$, then it's been accepted, otherwise it's calculated using $//<![CDATA[ \begin{array}{l}n=0.5\end{array} //]]>$. If $//<![CDATA[ \begin{array}{l}I_c< I_{\text{c break}}\end{array} //]]>$ break then it's accepted, otherwise it's calculated using $//<![CDATA[ \begin{array}{l}n=0.7\end{array} //]]>$.

Robertson and Wride (1998)

Where:

     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 3.47 in the published formula, and is stored in the Soil_Behaviour_Type_Index_1_C1 field. 
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$is 1.22 in the published formula, and is stored in the Soil_Behaviour_Type_Index_1_C2 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Transition zones

A Trasition Zone in Soil_Behaviour_Type_Index_Transition_1 for a certain depth is considered when:
     $//<![CDATA[ \begin{array}{l}2.3< I_c< 2.9\end{array} //]]>$;
     The rate of $//<![CDATA[ \begin{array}{l}I_c\end{array} //]]>$ change is rapid (slope of $//<![CDATA[ \begin{array}{l}I_c\end{array} //]]>$ vs. depth above and below of the current depth > 5) 
     and crosses the $//<![CDATA[ \begin{array}{l}I_c=2.6\end{array} //]]>$ line.

Soil Behaviour Type Index 2

The soil behaviour type index ($//<![CDATA[ \begin{array}{l}I_c\end{array} //]]>$) in Soil_Behaviour_Type_Index_2 is defined as:

Jefferies and Davies (1993), NCHRP Synthesis 368 p 27

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 3 in the published formula, and is stored in the Soil_Behaviour_Type_Index_2_C1 field. 
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 1.5 in the published formula, and is stored in the Soil_Behaviour_Type_Index_2_C2 field. 
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 1.3 in the published formula, and is stored in the Soil_Behaviour_Type_Index_2_C3 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Soil Behaviour Type Index 3

The non-normalised Soil Behaviour Type Index ($//<![CDATA[ \begin{array}{l}I_{SBT}\end{array} //]]>$) in Soil_Behaviour_Type_Index_3 is defined as:

Robertson (2010), CPT 10, paper 2-56 (http://www.cpt10.com/PDF_Files/2-56RobSBT.pdf)

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 3.47 in the published formula and is stored in the Soil_Behaviour_Type_Index_3_C1 field.
     $//<![CDATA[ \begin{array}{l}q_t\end{array} //]]>$ is taken from the Total_Cone_Resistance field on the CPT_DATA table.
     $//<![CDATA[ \begin{array}{l}q_c\end{array} //]]>$ is taken from the Cone_Resistance field on the CPT_DATA table.
     $//<![CDATA[ \begin{array}{l}p_a\end{array} //]]>$ is the Atmospheric pressure, 101.4 kPa, and is set in the Formula Tool.
     $//<![CDATA[ \begin{array}{l}R_f\end{array} //]]>$ is taken from the Friction_Ratio field on the CPT_DATA table.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 1.22 in the published formula and is stored in the Soil_Behaviour_Type_Index_3_C2 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Soil Behaviour Type Index 4

The soil behaviour type index ($//<![CDATA[ \begin{array}{l}I_c\end{array} //]]>$) in Soil_Behaviour_Type_Index_4 is defined as:

Been and Jefferies (1992), Soil liquefaction, a critical state approach, pp. 206-207

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 3 in the published formula, and is stored in the Soil_Behaviour_Type_Index_4_C1 field. 
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 1.5 in the published formula, and is stored in the Soil_Behaviour_Type_Index_4_C2 field. 
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 1.3 in the published formula, and is stored in the Soil_Behaviour_Type_Index_4_C3 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

SPT N60 Value

SPT N60 Value 1

The $//<![CDATA[ \begin{array}{l}SPT N_{60}\end{array} //]]>$ in SPT_N60_1 is defined as:

Robertson and Wride (1998), CPT in Geotechnical Practice p 151

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 8.5 in the published formula, and is stored in the SPT_N60_1_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 4.6 in the published formula, and is stored in the SPT_N60_1_C2 field.
     $//<![CDATA[ \begin{array}{l}p_a\end{array} //]]>$ is the Atmospheric pressure, 100 kPa, and cannot be changed in the CPT Tool.
     $//<![CDATA[ \begin{array}{l}I_c\end{array} //]]>$ is stored in the Soil_Behaviour_Type_Index_1 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

SPT N60 Value 2

The $//<![CDATA[ \begin{array}{l}SPT N_{60}\end{array} //]]>$ in SPT_N60_2 is defined as:

Jefferies and Davies (1993)

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.85 in the published formula, and is stored in the SPT_N60_2_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 4.75 in the published formula, and is stored in the SPT_N60_2_C2 field.
     $//<![CDATA[ \begin{array}{l}I_c\end{array} //]]>$ is stored in the Soil_Behaviour_Type_Index_2 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

SPT Average N60 Value

The SPT average N60 value is a stepped average of SPT N60 values in the SPT_N60_1 or SPT_N60_2 fields in the CPT_DATA table for each defined depth interval step.

The average of the N60 values is calculated for each depth interval step, and the result is recorded in the SPT_ Average_N60_1 or SPT_Average_N60_2 fields in the CPT_DATA table for each row in that interval step.

The depth interval distance is defined on the SPT_N60_Average_Interval field on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables, and is in metres.

Shear Wave Velocity

Shear Wave Velocity 1 (All Soils)

Shear Wave velocity 1 ($//<![CDATA[ \begin{array}{l}V_s\end{array} //]]>$) in Shear_Wave_Velocity_1 is defined as:

$//<![CDATA[ \begin{array}{l}V_S\end{array} //]]>$

Mayne (2006), NCHRP Synthesis 368 p 30

Where:
     $//<![CDATA[ \begin{array}{l}f_s\end{array} //]]>$ is in kPa.
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 118.8 in the published formula, and is stored in the Shear_Wave_Velocity_1_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$is 18.5 in the published formula, and is stored in the Shear_Wave_Velocity_1_C2 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Shear Wave Velocity 2 (All Soils)

Shear Wave velocity 2 ($//<![CDATA[ \begin{array}{l}V_s\end{array} //]]>$) in Shear_Wave_Velocity_2 is defined as:

Hegazy and Mayne (1995), NCHRP Synthesis 368 p 30

Where:
     $//<![CDATA[ \begin{array}{l}q_t\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}f_s\end{array} //]]>$ are in kPa.
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 10.1 in the published formula, and is stored in the Shear_Wave_Velocity_2_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 11.4 in the published formula, and is stored in the Shear_Wave_Velocity_2_C2 field.
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 1.67 in the published formula, and is stored in the Shear_Wave_Velocity_2_C3 field.
     $//<![CDATA[ \begin{array}{l}C_4\end{array} //]]>$ is 0.3 in the published formula, and is stored in the Shear_Wave_Velocity_2_C4 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

This correlation of $//<![CDATA[ \begin{array}{l}V_s\end{array} //]]>$ is calculated when the Soil_Type_1 field value on the CPT_DATA table has any value for that row.

Shear Wave Velocity 3 (Clays)

Shear Wave velocity 3 ($//<![CDATA[ \begin{array}{l}V_s\end{array} //]]>$) in Shear_Wave_Velocity_3 is defined as:

Mayne and Rix (1995), NCHRP Synthesis 368 p 30

Where:
     $//<![CDATA[ \begin{array}{l}q_t\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}f_s\end{array} //]]>$ are in kPa
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 1.75 in the published formula, and is stored in the Shear_Wave_Velocity_3_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 0.627 in the published formula, and is stored in the Shear_Wave_Velocity_3_C2 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

This correlation of Vs is calculated only when the Soil_Type_1 field value on the CPT_DATA table is Fine or Mixed for that row.

Shear Wave Velocity 4 (Sands)

Shear Wave velocity 4 ($//<![CDATA[ \begin{array}{l}V_s\end{array} //]]>$) in Shear_Wave_Velocity_4 is defined as:

Baldi et al. (1989), NCHRP Synthesis 368 p 30

Where:
     $//<![CDATA[ \begin{array}{l}q_t\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}\sigma'_{v0}\end{array} //]]>$ are in MPa.
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 277 in the published formula, and is stored in the Shear_Wave_Velocity_4_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$  is 0.13 in the published formula, and is stored in the Shear_Wave_Velocity_4_C2 field.
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 0.27 in the published formula, and is stored in the Shear_Wave_Velocity_4_C3 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

This correlation of Vs is calculated only when the Soil_Type_1 field value on the CPT_DATA table is Coarse or Mixed for that row.

Unit Weight

Dry Unit Weight 1 (Sands)

Dry Unit Weight 1 ($//<![CDATA[ \begin{array}{l}\gamma_{dry}\end{array} //]]>$) in Dry_Unit_Weight_1 is defined as:

Mayne (2007), NCHRP Synthesis 368 p 31

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 1.89 in the published formula, and is stored in the Dry_Unit_Weight_1_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 11.8 in the published formula, and is stored in the Dry_Unit_Weight_1_C2 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

This correlation of $//<![CDATA[ \begin{array}{l}V_S\end{array} //]]>$ is calculated only when the Soil_Type_1 field value on the CPT_DATA table is Coarse or Mixed for that row.

Saturated Unit Weight 1

Saturated Unit Weight 1 ($//<![CDATA[ \begin{array}{l}\gamma_{sat}\end{array} //]]>$) in Saturated_Unit_Weight_1 is defined as:

Mayne (2007), NCHRP Synthesis 368 p 31

Where:
     $//<![CDATA[ \begin{array}{l}V_s\end{array} //]]>$ is in m/s and $//<![CDATA[ \begin{array}{l}z\end{array} //]]>$ is in m
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 8.32 in the published formula, and is stored in the Saturated_Unit_Weight_1_C1 field
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 1.61 in the published formula, and is stored in the Saturated_Unit_Weight_1_C2 field
     $//<![CDATA[ \begin{array}{l}z\end{array} //]]>$ is Depth 
     $//<![CDATA[ \begin{array}{l}V_S\end{array} //]]>$ is taken from the first of these fields with data: Shear_Wave_Velocity_Extrapolated or Shear_Wave_Velocity_1

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

This correlation is applicable to all soil types.

Saturated Unit Weight 2

Saturated Unit Weight 2 ($//<![CDATA[ \begin{array}{l}\gamma_{sat}\end{array} //]]>$) in Saturated_Unit_Weight_2 is defined as:

Mayne (2007), NCHRP Synthesis 368 p 32

Where:
     $//<![CDATA[ \begin{array}{l}f_s\end{array} //]]>$ is in kPa.
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 2.6 in the published formula, and is stored in the Saturated_Unit_Weight_2_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 15 in the published formula, and is stored in the Saturated_Unit_Weight_2_C2 field.
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 26.5 in the published formula, and is stored in the Saturated_Unit_Weight_2_C3 field.
     $//<![CDATA[ \begin{array}{l}G_s\end{array} //]]>$ is Specific Gravity of Solids, typically 2.4 to 2.9, and is stored in the Specific_Gravity_of_Solids field on CPT_PROJECT_CORRELATION_PARAMETERS.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

This correlation is applicable to all soil types.

Small-Strain Shear Modulus

Small-Strain Shear Modulus 1 (Sands)

Small-Strain Shear Modulus 1 ($//<![CDATA[ \begin{array}{l}G_0\end{array} //]]>$) of sand in Small_Strain_Shear_Modulus_1 is defined as:

Rix and Stokoe (1992), CPT in Geotechnical Practice p 94

Where:
     $//<![CDATA[ \begin{array}{l}q_c\end{array} //]]>$, $//<![CDATA[ \begin{array}{l}\sigma'_{v0}\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}G_0\end{array} //]]>$ are in kPa.
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 1634 in the published formula, and is stored in the Small_Strain_Shear_Modulus_1_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is -0.75 in the published formula, and is stored in the Small_Strain_Shear_Modulus_1_C2 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

This correlation of $//<![CDATA[ \begin{array}{l}G_0\end{array} //]]>$ is calculated only when the Soil_Type_1 field value on the CPT_DATA table is Coarse or Mixed for that row.

Small-Strain Shear Modulus 2

Small-Strain Shear Modulus 2 ($//<![CDATA[ \begin{array}{l}G_0\end{array} //]]>$) in Small_Strain_Shear_Modulus_2 is defined as:

Elastic theory, CPT in Geotechnical Practice p 74 and 94, NCHRP Synthesis 368 p 31

Where:
     $//<![CDATA[ \begin{array}{l}V_s\end{array} //]]>$ is taken from the first of these fields with data: Shear_Wave_Velocity_Extrapolated or Shear_Wave_Velocity_1
     $//<![CDATA[ \begin{array}{l}\gamma_{bulk}\end{array} //]]>$ is taken from Bulk_Unit_Weight

This correlation of $//<![CDATA[ \begin{array}{l}G_0\end{array} //]]>$ is applicable to all soil types.

Young's Modulus

Young's Modulus 1

Small Strain Young's Modulus 1 ($//<![CDATA[ \begin{array}{l}E_0\end{array} //]]>$) in Youngs_Modulus_1 is defined as:

Elastic theory, CPT in Geotechnical Practice p 74 and 94, NCHRP Synthesis 368 p 32

Where:
     $//<![CDATA[ \begin{array}{l}v\end{array} //]]>$ = 0.2 is applied and can be varied in the Formula Tool. Published literature states: $//<![CDATA[ \begin{array}{l}v'=0.2\end{array} //]]>$ applies for drained soils and $//<![CDATA[ \begin{array}{l}v_u=0.5\end{array} //]]>$ applies for undrained soils .
     $//<![CDATA[ \begin{array}{l}G_0\end{array} //]]>$ is taken from Small_Strain_Shear_Modulus_2.

This correlation of $//<![CDATA[ \begin{array}{l}E_0\end{array} //]]>$ is applicable to all soil types.

Young's Modulus 2

Young's Modulus 2 ($//<![CDATA[ \begin{array}{l}E_0\end{array} //]]>$) in Youngs_Modulus_2 is defined as:

CPT in Geotechnical Practice p 160, Figure 6.13

Where:
     $//<![CDATA[ \begin{array}{l}\alpha\end{array} //]]>$ is calculated from degree of loading, $//<![CDATA[ \begin{array}{l}q_c\end{array} //]]>$, effective stress and reduction factor as given in the following plot.

Constrained Modulus

Constrained Modulus 1

The constrained modulus 1 ($//<![CDATA[ \begin{array}{l}M\end{array} //]]>$) in Constrained_Modulus_1 is defined as:

Kulhawy and Mayne (1990), NCHRP Synthesis 368 p 33, CPT in Geotechnical Practice p 72

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 8.25 in CPT in Geotechnical Practice, and is stored in the Constrained_Modulus_1_C1 field. NCHRP Synthesis 368 suggest values ranging from 1 to 20, with normal soils approximately 5.

The constant is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Constrained Modulus 2

The constrained modulus 2 ($//<![CDATA[ \begin{array}{l}M\end{array} //]]>$) in Constrained_Modulus_2 is defined as:

Burns and Mayne (2002), NCHRP Synthesis 368 pp 33-34

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.02 for organic plastic clays, up to 2 for over consolidated quartz sands in the published literature, and is stored in the Constrained_Modulus_2_C1 field.
     $//<![CDATA[ \begin{array}{l}G_0\end{array} //]]>$ is taken from Small_Strain_Shear_Modulus_2.

The constant is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Coefficient of Volume Change

The coefficient of volume change 1 ($//<![CDATA[ \begin{array}{l}m_v\end{array} //]]>$) in Coefficent_Volume_Change_1 is defined as:

CPT in Geotechnical Practice p 71

Where:
     $//<![CDATA[ \begin{array}{l}M\end{array} //]]>$ the constrained modulus, and is taken from the Constrained_Modulus_1 field.

Compression Index

The Compression Index 1 ($//<![CDATA[ \begin{array}{l}C_c\end{array} //]]>$) in Compression_Index_1 is defined as:

CPT in Geotechnical Practice p 71

Where:
     $//<![CDATA[ \begin{array}{l}e\end{array} //]]>$ is the Void Ratio, and is stored in the Void_Ratio field.
     $//<![CDATA[ \begin{array}{l}M\end{array} //]]>$ is the constrained modulus, and is taken from the Constrained_Modulus_1 field.

The constant and e are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Preconsolidation Stress and Overconsolidation Ratio

Preconsolidation Stress 1 and Overconsolidation Ratio 1

The Preconsolidation Stress 1 ($//<![CDATA[ \begin{array}{l}\sigma_p'\end{array} //]]>$) of clay in Preconsolidation_Stress_1 is defined as:

Mayne (1995), Demers and Leroueil (2002), NCHRP Synthesis 368 p 34

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.33 in the published formula, and is stored in the Preconsolidation_Stress_1_C1 field.

The constant is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

The overconsolidation ratio 1 in Overconsolidation_Ratio_1 is defined as:

     $//<![CDATA[ \begin{array}{l}\sigma'_p\end{array} //]]>$ is taken from Preconsolidation_Stress_1 field

Preconsolidation Stress 2 and Overconsolidation Ratio 2

The Preconsolidation Stress 2 ($//<![CDATA[ \begin{array}{l}\sigma_p'\end{array} //]]>$) of clay in Preconsolidation_Stress_2 is defined as:

Chen and Mayne (1996), NCHRP Synthesis 368 p 34

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.53 in the published formula, and is stored in the Preconsolidation_Stress_2_C1 field.

The constant is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

The overconsolidation ratio 2 in Overconsolidation_Ratio_2 is defined as:

Where:

     $//<![CDATA[ \begin{array}{l}\sigma'_p\end{array} //]]>$ is taken from Preconsolidation_Stress_2 field

Preconsolidation Stress 3 and Overconsolidation Ratio 3

The Preconsolidation Stress 3 ($//<![CDATA[ \begin{array}{l}\sigma_p'\end{array} //]]>$) of clay in Preconsolidation_Stress_3 is defined as:

Mayne (2005), NCHRP Synthesis 368 p 35

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.6 in the published formula, and is stored in the Preconsolidation_Stress_3_C1 field.

The constant is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

The overconsolidation ratio 3 in Overconsolidation_Ratio_3 is defined as:

Where:

     $//<![CDATA[ \begin{array}{l}\sigma'_p\end{array} //]]>$ is taken from Preconsolidation_Stress_3 field

Preconsolidation Stress 4 and Overconsolidation Ratio 4

The Preconsolidation Stress 4 ($//<![CDATA[ \begin{array}{l}\sigma_p'\end{array} //]]>$) of clay in Preconsolidation_Stress_4 is defined as:

Robertson (2009), Guide to CPT p 31

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.25 in the published formula, and is stored in the Preconsolidation_Stress_4_C1 field
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 1.25 in the published formula, and is stored in the Preconsolidation_Stress_4_C2 field

The constant is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

The overconsolidation ratio 4 in Overconsolidation_Ratio_4 is defined as:

Where:

     $//<![CDATA[ \begin{array}{l}\sigma'_p\end{array} //]]>$ is taken from Preconsolidation_Stress_4 field

Preconsolidation Stress 5 and Overconsolidation Ratio 5

The Preconsolidation Stress 5 ($//<![CDATA[ \begin{array}{l}\sigma_p'\end{array} //]]>$) of sand in Preconsolidation_Stress_5 is defined as:

Mayne (2005), NCHRP Synthesis 368 p 35

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.192 in the published formula, and is stored in the Preconsolidation_Stress_5_C1 field
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 0.22 in the published formula, and is stored in the Preconsolidation_Stress_5_C2 field
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 0.31 in the published formula, and is stored in the Preconsolidation_Stress_5_C3 field
     $//<![CDATA[ \begin{array}{l}C_4\end{array} //]]>$ is 0.27 in the published formula, and is stored in the Preconsolidation_Stress_5_C4 field
     $//<![CDATA[ \begin{array}{l}\Phi'\end{array} //]]>$ is taken from Friction_Angle_3

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

The overconsolidation ratio 5 in Overconsolidation_Ratio_5 is defined as:

Where:

     $//<![CDATA[ \begin{array}{l}\sigma'_p\end{array} //]]>$ is taken from Preconsolidation_Stress_5 field

Preconsolidation Stress 6 and Overconsolidation Ratio 6

The Preconsolidation Stress 6 ($//<![CDATA[ \begin{array}{l}\sigma_p'\end{array} //]]>$) of all soil types in Preconsolidation_Stress_6 is defined as:

Mayne (2007), NCHRP Synthesis 368 pp 37

Where:
     $//<![CDATA[ \begin{array}{l}\sigma'_p\end{array} //]]>$, $//<![CDATA[ \begin{array}{l}\sigma_{atm}\end{array} //]]>$, $//<![CDATA[ \begin{array}{l}G_0\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}\sigma'_{v0}\end{array} //]]>$ are in kPa
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$  is 0.101 in the published formula, and is stored in the Preconsolidation_Stress_6_C1 field
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 0.102 in the published formula, and is stored in the Preconsolidation_Stress_6_C2 field
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 0.478 in the published formula, and is stored in the Preconsolidation_Stress_6_C3 field
     $//<![CDATA[ \begin{array}{l}C_4\end{array} //]]>$ is 0.420 in the published formula, and is stored in the Preconsolidation_Stress_6_C4 field
     $//<![CDATA[ \begin{array}{l}G_0\end{array} //]]>$ is taken from Small_Strain_Shear_Modulus_2

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

The overconsolidation ratio 6 in Overconsolidation_Ratio_6 is defined as:

Where:

     $//<![CDATA[ \begin{array}{l}\sigma'_p\end{array} //]]>$ is taken from Preconsolidation_Stress_6 field

Angle of Friction

Angle of Friction 1

The angle of internal friction of mixed soils ($//<![CDATA[ \begin{array}{l}\Phi'\end{array} //]]>$) in Friction_Angle_1 is defined as:

Mayne and Campanella (2005), NCHRP Synthesis 368 pp 38-39

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 29.5 in the published formula, and is stored in the Friction_Angle_1_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 0.121 in the published formula, and is stored in the Friction_Angle_1_C2 field.
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 0.256 in the published formula, and is stored in the Friction_Angle_1_C3 field.
     $//<![CDATA[ \begin{array}{l}C_4\end{array} //]]>$ is 0.336 in the published formula, and is stored in the Friction_Angle_1_C4 field.

This correlation of $//<![CDATA[ \begin{array}{l}\Phi'\end{array} //]]>$ is only applicable for $//<![CDATA[ \begin{array}{l}0.1 < B_q< 1.0\end{array} //]]>$ and hence will only be calculated if $//<![CDATA[ \begin{array}{l}B_q\end{array} //]]>$ in the Pore_Pressure_Ratio field on the same row lies within this range.

Angle of Friction 2

The angle of internal friction of sands ($//<![CDATA[ \begin{array}{l}\Phi'\end{array} //]]>$) in Friction_Angle_2 is defined as:

Robertson and Campanella (1983), NCHRP Synthesis 368 p 38

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.1 in the published formula, and is stored in the Friction_Angle_2_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 0.38 in the published formula, and is stored in the Friction_Angle_2_C2 field.

This correlation of $//<![CDATA[ \begin{array}{l}\Phi'\end{array} //]]>$ is only applicable for Sands and hence will only be calculated if the Soil_Type_1 field value is coarse or mixed.

Angle of Friction 3

The angle of internal friction of sand ($//<![CDATA[ \begin{array}{l}\Phi'\end{array} //]]>$) in Friction_Angle_3 is defined as:

Kulhawy and Mayne (1990), NCHRP Synthesis 368 p 38

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 17.6° in the published formula, and is stored in the Friction_Angle_3_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 11.0° in the published formula, and is stored in the Friction_Angle_3_C2 field.

This correlation of $//<![CDATA[ \begin{array}{l}\Phi'\end{array} //]]>$ is only applicable for Sands and hence will only be calculated if the Soil_Type_1 field value is coarse or mixed.

Effective Cohesion

Effective Cohesion 1

The cohesion ($//<![CDATA[ \begin{array}{l}c'\end{array} //]]>$) in Effective_Cohesion_1 is defined as:

Mayne and Stewart (1988), Mesri and Abdel-Ghaffar (1993), NCHRP Synthesis 368 p 44

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.02 in the published formula, and is stored in the Effective_Cohesion_1_C1 field.

     $//<![CDATA[ \begin{array}{l}\sigma'_p\end{array} //]]>$ is taken from Preconsolidation_Stress_1 field.

Sensitivity

Sensitivity 1

The Sensitivity ($//<![CDATA[ \begin{array}{l}S_t\end{array} //]]>$) in Sensitivity_1 is defined as:

Schmertmann (1978), Rad and Lunne (1986), CPT in Geotechnical Practice p 68

Where:
     $//<![CDATA[ \begin{array}{l}N_s\end{array} //]]>$ is a value between 5 and 10 in the published formula, and is stored in the Sensitivity_1_Ns field.

The constant is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Sensitivity 2

The Sensitivity ($//<![CDATA[ \begin{array}{l}S_t\end{array} //]]>$) in Sensitivity_2 is defined as:

Mayne (2007), NCHRP Synthesis 368 p 41

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.073 in the published formula, and is stored in the Sensitivity_2_C1 field.

The constant is stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

This correlation of St is based on the assumption of $//<![CDATA[ \begin{array}{l}OCR< 2\end{array} //]]>$, $//<![CDATA[ \begin{array}{l}s_u=0.22\cdot \sigma'_p\end{array} //]]>$ and $//<![CDATA[ \begin{array}{l}\sigma'_p=0.33(q_t- \sigma_{v0})\end{array} //]]>$. The value of $//<![CDATA[ \begin{array}{l}S_t\end{array} //]]>$ is recorded in the Sensitivity_2 field on the CPT_DATA table.

Coefficient of Lateral Earth Pressure

Coefficient of Lateral Earth Pressure 1

Coefficient of Lateral Earth Pressure 1 ($//<![CDATA[ \begin{array}{l}K_0\end{array} //]]>$) for uncemented sands and well behaved clays in Coefficient_Lateral_Earth_Pressure_1 is defined as:

Mayne (2007), NCHRP Synthesis 368 p 42

Where:
     $//<![CDATA[ \begin{array}{l}OCR\end{array} //]]>$ is taken from the Overconsolidation_Ratio_1 field for fine material and the Overconsolidation_Ratio_5 for coarse material, on the CPT_DATA table. 
     $//<![CDATA[ \begin{array}{l}\Phi'\end{array} //]]>$ is taken from the Friction_Angle_3 and Friction_Angle_1 field on the CPT_DATA table. 

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Coefficient of Lateral Earth Pressure 2

Coefficient of Lateral Earth Pressure 2 ($//<![CDATA[ \begin{array}{l}K_0\end{array} //]]>$) for sand in Coefficient_Lateral_Earth_Pressure_2 is defined as:

Mayne (2007), NCHRP Synthesis 368 p 43

Where:
OCR is taken from the Overconsolidation_Ratio_5 field on the CPT_DATA table. 
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.192 in the published formula, and is stored in the Coefficient_Lateral_Earth_Pressure_2_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 0.22 in the published formula, and is stored in the Coefficient_Lateral_Earth_Pressure_2_C2 field.
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 0.31 in the published formula, and is stored in the Coefficient_Lateral_Earth_Pressure_2_C3 field.
     $//<![CDATA[ \begin{array}{l}C_4\end{array} //]]>$ is 0.27 in the published formula, and is stored in the Coefficient_Lateral_Earth_Pressure_2_C3 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Coefficient of Lateral Earth Pressure 3

Coefficient of Lateral Earth Pressure 3 ($//<![CDATA[ \begin{array}{l}K_0\end{array} //]]>$) for fine grained soils in Coefficient_Lateral_Earth_Pressure_3 is defined as:

Kulhawy and Mayne (1990), CPT Guide p 32

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.1 in the published formula, and is stored in the Coefficient_Lateral_Earth_Pressure_3_C1 field.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

Rigidity Index

Rigidity Index 1

Rigidity index 1 ($//<![CDATA[ \begin{array}{l}I_r\end{array} //]]>$) for fine material is recorded in the Rigidity_Index_1 is defined as:

Mayne (2001), NCHRP Synthesis 368 p 46

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 1.5 in the published formula, and is stored in the Rigidity_Index_1_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 2.925 in the published formula, and is stored in the Rigidity_Index_1_C2 field.
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 2.925 in the published formula, and is stored in the Rigidity_Index_1_C3 field.
     $//<![CDATA[ \begin{array}{l}M\end{array} //]]>$ is the Cam clay constant, slope of the critical state line and is defined as:

     $//<![CDATA[ \begin{array}{l}\Phi'\end{array} //]]>$ for the calculation of the Cam clay constant M is taken from the  Friction_Angle_1  field on the  CPT_DATA  table. 

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

This correlation of $//<![CDATA[ \begin{array}{l}I_r\end{array} //]]>$ is calculated only when the Soil_Type_1 field value on the CPT_DATA table has a value of Fine for that row.

Rigidity Index 2

Rigidity index 2 ($//<![CDATA[ \begin{array}{l}I_r\end{array} //]]>$) for fine material based on plasticity index and OCR is recorded in the Rigidity_Index_2 is defined as:

Keaveny and Mitchel (1986), NCHRP Synthesis 368 p 46

Where:
     $//<![CDATA[ \begin{array}{l}C_1\end{array} //]]>$ is 0.0435 in the published formula, and is stored in the Rigidity_Index_2_C1 field.
     $//<![CDATA[ \begin{array}{l}C_2\end{array} //]]>$ is 137 in the published formula, and is stored in the Rigidity_Index_2_C2 field.
     $//<![CDATA[ \begin{array}{l}C_3\end{array} //]]>$ is 0.385 in the published formula, and is stored in the Rigidity_Index_2_C3 field.
     $//<![CDATA[ \begin{array}{l}C_4\end{array} //]]>$ is 3.2 in the published formula, and is stored in the Rigidity_Index_2_C4 field.
     $//<![CDATA[ \begin{array}{l}C_5\end{array} //]]>$ is 0.8 in the published formula, and is stored in the Rigidity_Index_2_C5 field.
     $//<![CDATA[ \begin{array}{l}PI\end{array} //]]>$ is the Plasticity Index, and is stored in the Plasticity_Index field.
     $//<![CDATA[ \begin{array}{l}OCR\end{array} //]]>$ is taken from the Overconsolidation_Ratio_4 field on the CPT_DATA table.

The constants are stored on CPT_POINT_CORRELATION_PARAMETERS and CPT_PROJECT_CORRELATION_PARAMETERS tables.

This correlation of $//<![CDATA[ \begin{array}{l}I_r\end{array} //]]>$ is calculated only when the Soil_Type_1 field value on the CPT_DATA table has a value of Fine for that row.

Hydraulic Conductivity

Hydraulic Conductivity 1

The hydraulic conductivity (permeability) method 1 ($//<![CDATA[ \begin{array}{l}K \quad1\end{array} //]]>$) in Hydraulic_Conductivity_1_Min and Hydraulic_Conductivity_1_Max are defined in the following table. Soil Behaviour Type Robertson et al. 1986 or Robertson et al. 1986 q_c vs. R_f must be calculated for this correlation to be defined.

Robertson (2009), pp41, Table 6

Hydraulic Conductivity 2

The hydraulic conductivity (permeability) method 2 ($//<![CDATA[ \begin{array}{l}K \quad2\end{array} //]]>$) in Hydraulic_Conductivity_2_Min and Hydraulic_Conductivity_2_Max are defined in the following table. Soil Behaviour Type Robertson 1990 or Robertson 1990 Extrapolated must be calculated for this correlation to be defined.

Robertson (2009), pp41, Table 7

Hydraulic Conductivity 3

The hydraulic conductivity (permeability) method 3 ($//<![CDATA[ \begin{array}{l}K \quad3\end{array} //]]>$) in Hydraulic_Conductivity_3_Min and Hydraulic_Conductivity_3_Max are defined in the following table. $//<![CDATA[ \begin{array}{l}I_c\end{array} //]]>$ is from Soil_Behaviour_Type_Index_1

Robertson (2010), paper 2-51

Hydraulic Conductivity 4

The hydraulic conductivity (permeability) method 4 ($//<![CDATA[ \begin{array}{l}K \quad4\end{array} //]]>$) in Hydraulic_Conductivity_4 are defined in the following table. $//<![CDATA[ \begin{array}{l}I_c\end{array} //]]>$ is from Soil_Behaviour_Type_Index_1 Robertson (2010), paper 2-51

Robertson (2010), paper 2-51