{"id":667,"date":"2025-03-24T05:39:42","date_gmt":"2025-03-24T05:39:42","guid":{"rendered":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/back-matter\/appendix-b-list-of-main-symbols\/"},"modified":"2025-03-24T05:39:42","modified_gmt":"2025-03-24T05:39:42","slug":"appendix-b-list-of-main-symbols","status":"publish","type":"back-matter","link":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/back-matter\/appendix-b-list-of-main-symbols\/","title":{"raw":"Appendix B: List of main symbols","rendered":"Appendix B: List of main symbols"},"content":{"raw":"\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
Symbol<\/th>\nMeaning<\/th>\n<\/tr>\n
(RF)\u03c1<\/td>\nSettlement reduction factor for recessed piles<\/td>\n<\/tr>\n
[K<\/strong>]<\/td>\nPile stiffness matrix<\/td>\n<\/tr>\n
[S<\/strong>]<\/td>\nCompliance matrix<\/td>\n<\/tr>\n
A<\/em><\/td>\nSkempton\u2019s pore water coefficient<\/td>\n<\/tr>\n
aE<\/sub><\/em><\/td>\nFactor to account for rate effects during cone penetration<\/td>\n<\/tr>\n
AG<\/sub><\/em><\/td>\nPlan area of pile group<\/td>\n<\/tr>\n
Ar<\/sub><\/em><\/td>\nArea ratio of pipe piles<\/td>\n<\/tr>\n
Ar,eff<\/sub><\/em><\/td>\nEffective area ratio of pipe piles<\/td>\n<\/tr>\n
au<\/sub><\/em><\/td>\nAdhesion factor<\/td>\n<\/tr>\n
B\u2032<\/em><\/td>\nEffective footing width<\/td>\n<\/tr>\n
Bq<\/sub><\/em>\n<\/em><\/td>\nNormalised pore pressure parameter from CPT tests<\/td>\n<\/tr>\n
CC<\/sub><\/em><\/td>\nCPT correction factor for overburden stress<\/td>\n<\/tr>\n
Cc<\/sub><\/em>\n<\/em><\/td>\nCompression index<\/td>\n<\/tr>\n
CN<\/sub><\/em><\/td>\nSPT blow count correction factor for overburden stress<\/td>\n<\/tr>\n
Cr<\/sub><\/em>\n<\/em><\/td>\nRecompression index<\/td>\n<\/tr>\n
cv<\/sub><\/em>\n<\/em><\/td>\nCoefficient of consolidation<\/td>\n<\/tr>\n
C\u03b1<\/sub><\/em><\/td>\nCreep coefficient<\/td>\n<\/tr>\n
D<\/em>50<\/sub>\n<\/em><\/td>\nMedian grain size<\/td>\n<\/tr>\n
De<\/sub><\/em>\n<\/em><\/td>\nEquivalent pier diameter<\/td>\n<\/tr>\n
det<\/td>\nDeterminant of a matrix<\/td>\n<\/tr>\n
Df<\/sub><\/em><\/td>\nEmbedment depth of shallow footings<\/td>\n<\/tr>\n
Dr<\/sub><\/em>\n<\/em><\/td>\nRelative density of coarse-grained soils<\/td>\n<\/tr>\n
e<\/em><\/td>\nVoid ratio<\/td>\n<\/tr>\n
eh<\/sub><\/em>\n<\/em><\/td>\nElevation of lateral load resultant<\/td>\n<\/tr>\n
E\u2032<\/em><\/td>\nDrained Young\u2019s modulus<\/td>\n<\/tr>\n
eb<\/sub><\/em>\n<\/em><\/td>\nEccentricity along the footing width<\/td>\n<\/tr>\n
Eb<\/sub><\/em>\n<\/em><\/td>\nYoung\u2019s modulus of rockmass below the toe of socketed or end bearing piles<\/td>\n<\/tr>\n
el<\/sub><\/em>\n<\/em><\/td>\nEccentricity along the footing length<\/td>\n<\/tr>\n
emax<\/sub><\/em>\n<\/em><\/td>\nMaximum void ratio<\/td>\n<\/tr>\n
emin<\/sub><\/em><\/td>\nMinimum void ratio<\/td>\n<\/tr>\n
Ep<\/sub><\/em>\n<\/em><\/td>\nYoung\u2019s modulus of pile material<\/td>\n<\/tr>\n
Er<\/sub><\/em><\/td>\nYoung\u2019s modulus of rockmass along the socket of socketed piles<\/td>\n<\/tr>\n
Es<\/sub><\/em>\n<\/em><\/td>\nYoung\u2019s modulus of soil<\/td>\n<\/tr>\n
Et<\/sub><\/em><\/td>\nYoung\u2019s modulus of rockmass\/soil along the recessed section of socketed piles<\/td>\n<\/tr>\n
Eu<\/sub><\/em>\n<\/em><\/td>\nUndrained Young\u2019s modulus<\/td>\n<\/tr>\n
FR<\/sub><\/em>\n<\/em><\/td>\nFriction ratio from the interpretation of CPT tests<\/td>\n<\/tr>\n
Fr<\/sub><\/em>\n<\/em><\/td>\nNormalised sleeve friction resistance from CPT tests<\/td>\n<\/tr>\n
fs<\/sub><\/em>\n<\/em><\/td>\nSleeve friction resistance measured during CPT tests<\/td>\n<\/tr>\n
fsf<\/sub><\/em>\n<\/em><\/td>\nSkin friction resistance of piles subjected to compressive loads, carrying units of stress<\/td>\n<\/tr>\n
fsf,t<\/sub><\/em><\/td>\nSkin friction resistance of piles subjected to tensile loads, carrying units of stress<\/td>\n<\/tr>\n
g<\/em>\n<\/em><\/td>\nGravity coefficient<\/td>\n<\/tr>\n
G<\/em>\n<\/em><\/td>\nShear modulus<\/td>\n<\/tr>\n
G<\/em>0<\/sub>\n<\/em><\/td>\nSmall-strain shear modulus<\/td>\n<\/tr>\n
Gs<\/sub><\/em>\n<\/em><\/td>\nSpecific gravity<\/td>\n<\/tr>\n
h<\/em>\n<\/em><\/td>\nHydraulic head<\/td>\n<\/tr>\n
Hf<\/sub><\/em>\n<\/em><\/td>\nCollapse load or ultimate geotechnical strength of a laterally loaded pile<\/td>\n<\/tr>\n
Hw<\/sub><\/em><\/td>\nServiceability lateral load acting on a pile<\/td>\n<\/tr>\n
i<\/em><\/td>\nHydraulic gradient<\/td>\n<\/tr>\n
IB<\/sub><\/em>\n<\/em><\/td>\nModified soil Behaviour Type index<\/td>\n<\/tr>\n
Ib<\/sub><\/em>\n<\/em><\/td>\nPile head stiffness factor for end bearing single piles<\/td>\n<\/tr>\n
Ic<\/sub><\/em>\n<\/em><\/td>\nSoil Behaviour Type index<\/td>\n<\/tr>\n
Id<\/sub><\/em>\n<\/em><\/td>\nDesign settlement influence factor for socketed piles<\/td>\n<\/tr>\n
Ir<\/sub><\/em>\n<\/em><\/td>\nRigidity index<\/td>\n<\/tr>\n
Is<\/sub><\/em>\n<\/em><\/td>\nSettlement factor for single friction piles<\/td>\n<\/tr>\n
k<\/em>\n<\/em><\/td>\nSoil permeability<\/td>\n<\/tr>\n
K<\/em>\n<\/em><\/td>\nBulk modulus<\/td>\n<\/tr>\n
K<\/em>0<\/sub>\n<\/em><\/td>\nEarth pressure coefficient at-rest<\/td>\n<\/tr>\n
KA<\/sub><\/em>\n<\/em><\/td>\nActive earth pressure coefficient<\/td>\n<\/tr>\n
kc<\/sub><\/em>\n<\/em><\/td>\nBearing capacity factor used in the LCPC method to estimate the end bearing resistance of piles from CPT data<\/td>\n<\/tr>\n
KD<\/sub><\/em><\/td>\nHorizontal stress index from DMT tests<\/td>\n<\/tr>\n
Kf<\/sub>\/Kc<\/sub><\/em>\n<\/em><\/td>\nLoading factor to account for the reduction in the normal stress acting at the soil-pile interface<\/td>\n<\/tr>\n
Kh<\/sub><\/em>\n<\/em><\/td>\nCoefficient of subgrade reaction of laterally loaded piles<\/td>\n<\/tr>\n
Khh<\/sub><\/em>\n<\/em><\/td>\nSwaying component of pile head stiffness<\/td>\n<\/tr>\n
Khr<\/sub><\/em>, Krh<\/sub><\/em>\n<\/em><\/td>\nSwaying-rocking component of pile head stiffness<\/td>\n<\/tr>\n
Kp<\/sub><\/em>\n<\/em><\/td>\nRelative pile material stiffness<\/td>\n<\/tr>\n
K<\/em>P<\/sub>\n<\/em><\/td>\nPassive earth pressure coefficient<\/td>\n<\/tr>\n
Krr<\/sub><\/em><\/td>\nRocking component of pile head stiffness<\/td>\n<\/tr>\n
Ks<\/sub><\/em>\n<\/em><\/td>\nPunching shear resistance coefficient<\/td>\n<\/tr>\n
Ksr<\/sub><\/em><\/td>\nPunching shear coefficient<\/td>\n<\/tr>\n
KSu<\/sub><\/em>\n<\/em><\/td>\nConversion factor for estimating the bearing capacity of shallow foundations on fine-grained soils from CPT data<\/td>\n<\/tr>\n
K\u03c6<\/sub><\/em><\/td>\nConversion factor for estimating the bearing capacity of shallow foundations on coarse-grained soils from CPT data<\/td>\n<\/tr>\n
L\u2032<\/em><\/td>\nEffective footing length<\/td>\n<\/tr>\n
Le<\/sub><\/em>\n<\/em><\/td>\nRecess length of a socketed pile<\/td>\n<\/tr>\n
Lp<\/sub><\/em>\n<\/em><\/td>\nLength of soil plug<\/td>\n<\/tr>\n
M<\/em>\n<\/em><\/td>\nPile bending moment<\/td>\n<\/tr>\n
Mcs<\/sub><\/em>\n<\/em><\/td>\nInclination of the critical state line in the p\u2032<\/em>-q<\/em> space<\/td>\n<\/tr>\n
Mmax<\/sub><\/em>\n<\/em><\/td>\nMaximum bending moment along the length of a pile<\/td>\n<\/tr>\n
mv<\/sub><\/em>\n<\/em><\/td>\nCoefficient of volume compressibility<\/td>\n<\/tr>\n
Mw<\/sub><\/em>\n<\/em><\/td>\nServiceability moment acting on pile head<\/td>\n<\/tr>\n
My<\/sub><\/em>\n<\/em><\/td>\nYield bending moment of pile section<\/td>\n<\/tr>\n
n<\/em>\n<\/em><\/td>\nPorosity<\/td>\n<\/tr>\n
N<\/em>\n<\/em><\/td>\nSPT number of blow counts<\/td>\n<\/tr>\n
N*cp<\/sub><\/em>\n<\/em><\/td>\nBearing capacity factor for drilled shafts in undrained soil (\u03b1<\/em>-Method)<\/td>\n<\/tr>\n
N\u2032 <\/em>or Nl<\/sub><\/em>\n<\/em><\/td>\nNumber of SPT blow counts corrected for overburden stress<\/td>\n<\/tr>\n
N\u203260<\/sub><\/em>\n<\/em><\/td>\nSPT number of blow counts for 60% hammer efficiency, corrected for overburden stress<\/td>\n<\/tr>\n
N60<\/sub><\/em><\/td>\nSPT number of blow counts for 60% hammer efficiency<\/td>\n<\/tr>\n
N70<\/sub><\/em>\n<\/em><\/td>\nSPT number of blow counts for standard 70% hammer efficiency<\/td>\n<\/tr>\n
Nc<\/sub><\/em><\/td>\nBearing capacity factor for footings on drained soil<\/td>\n<\/tr>\n
Ncp<\/sub><\/em><\/td>\nBearing capacity factor for driven piles in undrained soil (\u03b1<\/em>-Method)<\/td>\n<\/tr>\n
Ncu<\/sub><\/em><\/td>\nBearing capacity factor for footings on undrained soil<\/td>\n<\/tr>\n
ng<\/sub><\/em>\n<\/em><\/td>\nPile group efficiency<\/td>\n<\/tr>\n
Nkt<\/sub><\/em><\/td>\nCone factor<\/td>\n<\/tr>\n
Nq<\/sub><\/em><\/td>\nBearing capacity factor for footings on drained soil<\/td>\n<\/tr>\n
Nqp<\/sub><\/em>\n<\/em><\/td>\nBearing capacity factor for piles in drained soil (\u03b2<\/em>-Method)<\/td>\n<\/tr>\n
Nu<\/sub><\/em>\n<\/em><\/td>\nAlternative cone factor<\/td>\n<\/tr>\n
N\u03b3<\/sub><\/em><\/td>\nBearing capacity factor for footings on drained soil<\/td>\n<\/tr>\n
N\u03b3<\/sub>*<\/em>\n<\/em><\/td>\nModified bearing capacity factor for footings on layered sand<\/td>\n<\/tr>\n
N\u03c6<\/sub><\/em>\n<\/em><\/td>\nBearing capacity factor for piles in rock<\/td>\n<\/tr>\n
OCR<\/td>\nOverconsolidation ratio<\/td>\n<\/tr>\n
p<\/em><\/td>\nReaction from soil to lateral loading of a pile<\/td>\n<\/tr>\n
p\u2032<\/em><\/td>\nMean effective stress<\/td>\n<\/tr>\n
pa<\/sub><\/em><\/td>\nAtmospheric pressure<\/td>\n<\/tr>\n
pf<\/sub><\/em><\/td>\nUltimate soil reaction to lateral loading of pile<\/td>\n<\/tr>\n
PI<\/td>\nPlasticity Index<\/td>\n<\/tr>\n
q<\/em>\n<\/em><\/td>\nNet bearing capacity, not accounting for the contribution of overburden soil, carrying units of stress<\/td>\n<\/tr>\n
Qb<\/sub><\/em>\n<\/em><\/td>\nEnd bearing resistance of piles, carrying units of force<\/td>\n<\/tr>\n
qb<\/sub><\/em>\n<\/em><\/td>\nEnd bearing stress at pile toe, at the ultimate limit state<\/td>\n<\/tr>\n
qbf<\/sub><\/em>\n<\/em><\/td>\nEnd-bearing resistance of piles, carrying units of stress<\/td>\n<\/tr>\n
Qbw<\/sub><\/em>\n<\/em><\/td>\nServiceability load transferred to the pile toe<\/td>\n<\/tr>\n
qc<\/sub><\/em>\n<\/em><\/td>\nCone resistance measured during CPT tests<\/td>\n<\/tr>\n
Qext<\/sub><\/em><\/td>\nExternal force applied on soil surface, carrying units of force<\/td>\n<\/tr>\n
qext<\/sub><\/em><\/td>\nExternal pressure applied on soil surface, carrying units of stress<\/td>\n<\/tr>\n
qf<\/sub><\/em>\n<\/em><\/td>\nBearing capacity, or ultimate geotechnical strength in compression, carrying units of stress<\/td>\n<\/tr>\n
Qf<\/sub><\/em>\n<\/em><\/td>\nCollapse load, or ultimate geotechnical strength in compression, carrying units of force<\/td>\n<\/tr>\n
Qf,group<\/sub><\/em>\n<\/em><\/td>\nCollapse load or ultimate geotechnical strength of a group of piles subjected to axial compressive load, carrying units of force<\/td>\n<\/tr>\n
Qf,t<\/sub><\/em>\n<\/em><\/td>\nCollapse load, or ultimate geotechnical strength of piles in tension. carrying units of force<\/td>\n<\/tr>\n
Qf,test<\/sub><\/em><\/td>\nCollapse load or ultimate geotechnical strength measured in situ <\/em><\/td>\n<\/tr>\n
Qnf<\/sub><\/em><\/td>\nNegative skin friction resistance of piles, carrying units of force<\/td>\n<\/tr>\n
qs<\/sub><\/em><\/td>\nOverburden pressure for shallow foundations, carrying units of stress<\/td>\n<\/tr>\n
Qsf<\/sub><\/em><\/td>\nSkin friction resistance of piles subjected to compressive loads, carrying units of force<\/td>\n<\/tr>\n
Qsf,t<\/sub><\/em>\n<\/em><\/td>\nSkin friction resistance of piles subjected to tensile loads, carrying units of force<\/td>\n<\/tr>\n
Qsfw<\/sub><\/em><\/td>\nServiceability load transferred to the pile shaft, carrying units of force<\/td>\n<\/tr>\n
qt<\/sub><\/em><\/td>\nCorrected cone resistance for pore pressure effects<\/td>\n<\/tr>\n
Qt<\/sub><\/em>\n<\/em><\/td>\nDimensionless cone resistance<\/td>\n<\/tr>\n
Qtn<\/sub><\/em>\n<\/em><\/td>\nNormalised cone resistance<\/td>\n<\/tr>\n
Qult<\/sub><\/em><\/td>\nDesign axial compressive load for piles socketed in rock, carrying units of force<\/td>\n<\/tr>\n
Qw<\/sub><\/em>\n<\/em><\/td>\nServiceability load, carrying units of force<\/td>\n<\/tr>\n
Qw,group<\/sub><\/em>\n<\/em><\/td>\nAxial compressive load acting on the cap of a group of piles under serviceability conditions, carrying units of force<\/td>\n<\/tr>\n
Rs<\/sub><\/em><\/td>\nFactor for calculating settlement of a pile group connected with a rigid cap<\/td>\n<\/tr>\n
Rug<\/sub><\/em>\n<\/em><\/td>\nUltimate geotechnical strength<\/td>\n<\/tr>\n
s<\/em>\n<\/em><\/td>\nPile spacing<\/td>\n<\/tr>\n
S*<\/em>\n<\/em><\/td>\nDesign (factored) action load at the Ultimate Limit State<\/td>\n<\/tr>\n
Sr<\/sub><\/em>\n<\/em><\/td>\nDegree of saturation<\/td>\n<\/tr>\n
St<\/sub><\/em>\n<\/em><\/td>\nSoil sensitivity<\/td>\n<\/tr>\n
Su<\/sub><\/em><\/td>\nUndrained shear strength of fine-grained soils<\/td>\n<\/tr>\n
Tv<\/sub><\/em>\n<\/em><\/td>\nTime factor<\/td>\n<\/tr>\n
U<\/em>\n<\/em><\/td>\nAverage degree of consolidation<\/td>\n<\/tr>\n
u<\/em>0<\/sub> \n<\/em><\/td>\nHydrostatic pore pressure<\/td>\n<\/tr>\n
u<\/em>2<\/sub>\n<\/em><\/td>\nPore water pressure measured during CPT tests<\/td>\n<\/tr>\n
uy,f<\/sub><\/em><\/td>\nPile head displacement required to mobilise the end-bearing resistance of the pile<\/td>\n<\/tr>\n
V<\/em>\n<\/em><\/td>\nPile shear force<\/td>\n<\/tr>\n
v\u2032<\/em><\/td>\nDrained Poisson\u2019s ratio<\/td>\n<\/tr>\n
vp<\/sub><\/em>\n<\/em><\/td>\nPoisson\u2019s ratio of pile material<\/td>\n<\/tr>\n
Vs<\/sub><\/em><\/td>\nVolume of solids<\/td>\n<\/tr>\n
VS<\/sub><\/em>\n<\/em><\/td>\nShear wave velocity<\/td>\n<\/tr>\n
vs<\/sub><\/em>\n<\/em><\/td>\nSoil Poisson\u2019s ratio<\/td>\n<\/tr>\n
vu<\/sub><\/em><\/td>\nUndrained Poisson\u2019s ratio<\/td>\n<\/tr>\n
Vv<\/sub><\/em><\/td>\nVolume of voids<\/td>\n<\/tr>\n
Vw<\/sub><\/em><\/td>\nVolume of water<\/td>\n<\/tr>\n
w<\/em>\n<\/em><\/td>\nWater content or moisture content<\/td>\n<\/tr>\n
Wp<\/sub><\/em>\n<\/em><\/td>\nWeight of pile<\/td>\n<\/tr>\n
Ws<\/sub><\/em>\n<\/em><\/td>\nWeight of solids<\/td>\n<\/tr>\n
Ww<\/sub><\/em>\n<\/em><\/td>\nWeight of water<\/td>\n<\/tr>\n
y<\/em>\n<\/em><\/td>\nPile deflection<\/td>\n<\/tr>\n
y<\/em>(0)\n<\/em><\/td>\nPile head deflection<\/td>\n<\/tr>\n
\u03b1<\/em>\n<\/em><\/td>\nCoefficient for calculating the skin friction resistance with LCPC CPT-based method<\/td>\n<\/tr>\n
\u03b1\u2032<\/em>\n<\/em><\/td>\nCorrection factor for calculating the skin friction resistance with Schmertmann\u2019s CPT-based method<\/td>\n<\/tr>\n
\u03b1i<\/sub><\/em>\n<\/em><\/td>\nPile group interaction factor<\/td>\n<\/tr>\n
\u03b2<\/em><\/td>\nFactor for calculating the skin friction resistance of piles with the \u03b2<\/em>-Method<\/td>\n<\/tr>\n
\u03b2g,l<\/sub><\/em><\/td>\nReduction factor to account for pile group effects under lateral loading - leading in line pile<\/td>\n<\/tr>\n
\u03b2g,s<\/sub><\/em><\/td>\nReduction factor to account for pile group effects under lateral loading \u2013 side-by-side pile<\/td>\n<\/tr>\n
\u03b2g,sk<\/sub><\/em><\/td>\nReduction factor to account for pile group effects under lateral loading - skewed pile<\/td>\n<\/tr>\n
\u03b2g,t<\/sub><\/em><\/td>\nReduction factor to account for pile group effects under lateral loading - trailing in line pile<\/td>\n<\/tr>\n
\u03b3<\/em><\/td>\nUnit weight or bulk unit weight of soil<\/td>\n<\/tr>\n
\u03b3ij<\/sub><\/em>\n<\/em><\/td>\nShear strain<\/td>\n<\/tr>\n
\u03b3\u2032<\/em>\n<\/em><\/td>\nEffective or submerged unit weight of soil<\/td>\n<\/tr>\n
\u03b3d<\/sub><\/em>\n<\/em><\/td>\nDry unit weight of soil<\/td>\n<\/tr>\n
\u03b3sat<\/sub><\/em>\n<\/em><\/td>\nSaturated unit weight of soil<\/td>\n<\/tr>\n
\u03b3w<\/sub><\/em>\n<\/em><\/td>\nUnit weight of water<\/td>\n<\/tr>\n
\u0394u<\/em><\/td>\nExcess pore pressure<\/td>\n<\/tr>\n
\u0394\u0399vy<\/sub><\/em>\n<\/em><\/td>\nLogarithm of clay sensitivity<\/td>\n<\/tr>\n
\u0394\u03c3<\/em><\/td>\nTotal normal stress increments in soil, due to the application of external loadings<\/td>\n<\/tr>\n
\u0394\u03c4<\/em>\n<\/em><\/td>\nShear stress increments in soil, due to the application of external loadings<\/td>\n<\/tr>\n
\u03b5<\/em>\n<\/em><\/td>\nNormal strain<\/td>\n<\/tr>\n
\u03b5<\/em>50<\/sub>\n<\/em><\/td>\nCharacteristic strain i.e., the strain corresponding to deviatoric stress equal to half the deviatoric stress at failure<\/td>\n<\/tr>\n
\u03b5vol<\/sub><\/em>\n<\/em><\/td>\nVolumetric strain<\/td>\n<\/tr>\n
\u03ba<\/em>\n<\/em><\/td>\nAlternative symbol for the recompression index (approximate)<\/td>\n<\/tr>\n
\u03bb<\/em>\n<\/em><\/td>\nAlternative symbol for the compression index<\/td>\n<\/tr>\n
\u03bbv<\/sub><\/em>\n<\/em><\/td>\nCorrection factor for undrained shear strength measured from vane shear tests to account for rate effects<\/td>\n<\/tr>\n
\u03bd<\/em><\/td>\nSpecific volume<\/td>\n<\/tr>\n
\u03c1<\/em>\n<\/em><\/td>\nMass density or bulk mass density of soil<\/td>\n<\/tr>\n
\u03c1d<\/sub><\/em>\n<\/em><\/td>\nDry mass density of soil<\/td>\n<\/tr>\n
\u03c1e<\/sub><\/em><\/td>\nImmediate (elastic) settlement of shallow foundations and piles<\/td>\n<\/tr>\n
\u03c1pc<\/sub><\/em><\/td>\nPrimary consolidation settlement of shallow foundations and earthworks<\/td>\n<\/tr>\n
\u03c1s<\/sub><\/em>\n<\/em><\/td>\nElastic pile shortening<\/td>\n<\/tr>\n
\u03c1sat<\/sub><\/em><\/td>\nSaturated mass density of soil<\/td>\n<\/tr>\n
\u03c1sc<\/sub><\/em>\n<\/em><\/td>\nSecondary compression settlement or creep of shallow foundations and earthworks<\/td>\n<\/tr>\n
\u03c1w<\/sub><\/em>\n<\/em><\/td>\nMass density of water<\/td>\n<\/tr>\n
\u03c3<\/em><\/td>\nTotal normal stress<\/td>\n<\/tr>\n
\u03c3\u2032<\/em>\n<\/em><\/td>\nEffective stress<\/td>\n<\/tr>\n
\u03c3\u2032<\/em>0<\/sub>\n<\/em><\/td>\nEffective geostatic stress<\/td>\n<\/tr>\n
\u03c3\u2032<\/em>c<\/sub>\n<\/em><\/td>\nPreconsolidation stress<\/td>\n<\/tr>\n
\u03c3\u2032hf<\/sub><\/em><\/td>\nNormal effective stress acting at the soil-pile interface when the collapse load of the pile is reached<\/td>\n<\/tr>\n
\u03c30<\/sub><\/em><\/td>\nTotal geostatic stress<\/td>\n<\/tr>\n
\u03c31<\/sub><\/em><\/td>\nMajor principal stress<\/td>\n<\/tr>\n
\u03c32<\/sub><\/em><\/td>\nIntermediate principal stress<\/td>\n<\/tr>\n
\u03c33<\/sub><\/em><\/td>\nMinor principal stress<\/td>\n<\/tr>\n
\u03c3C<\/sub><\/em>\n<\/em><\/td>\nConfining stress<\/td>\n<\/tr>\n
\u03c3c<\/sub><\/em><\/td>\nUnconfined compressive strength of rockmass<\/td>\n<\/tr>\n
\u03c3y<\/sub><\/em>\n<\/em><\/td>\nDesign yield strength of pile material<\/td>\n<\/tr>\n
\u03c4d<\/sub><\/em><\/td>\nCharacteristic side shear resistance at shaft-rock interface of socketed piles<\/td>\n<\/tr>\n
\u03c6\u2032<\/em>\n<\/em><\/td>\nEffective friction angle<\/td>\n<\/tr>\n
\u03c6cs<\/sub><\/em>\n<\/em><\/td>\nCritical state friction angle<\/td>\n<\/tr>\n
\u03c6g<\/sub><\/em><\/td>\nGeotechnical strength reduction factor for shallow foundations, and for pile foundations when results of pile load tests are available<\/td>\n<\/tr>\n
\u03c6gb<\/sub><\/em>\n<\/em><\/td>\nBasic geotechnical strength reduction factor for pile foundations<\/td>\n<\/tr>\n
\u03c6gb<\/sub>Qf<\/sub><\/em><\/td>\nDesign (factored) capacity of pile foundations<\/td>\n<\/tr>\n
\u03c6g<\/sub>Qf<\/sub><\/em>\n<\/em><\/td>\nDesign (factored) capacity of shallow foundations<\/td>\n<\/tr>\n
\u03c6i<\/sub><\/em>\n<\/em><\/td>\nSoil-pile interface friction angle<\/td>\n<\/tr>\n
\u03c6i,cs<\/sub><\/em><\/td>\nConstant volume interface friction angle<\/td>\n<\/tr>\n
\u03c6i,f<\/sub><\/em><\/td>\nInterface friction angle at failure<\/td>\n<\/tr>\n
\u03c8<\/em><\/td>\nDilation angle<\/td>\n<\/tr>\n
\u03c8t<\/sub><\/em>\n<\/em><\/td>\nReduction factor for skin friction resistance due to Poisson effect<\/td>\n<\/tr>\n
\u03c9<\/em>(0)<\/td>\nPile head rotation<\/td>\n<\/tr>\n<\/tbody>\n<\/table>","rendered":"\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
Symbol<\/th>\nMeaning<\/th>\n<\/tr>\n
(RF)\u03c1<\/td>\nSettlement reduction factor for recessed piles<\/td>\n<\/tr>\n
[K<\/strong>]<\/td>\nPile stiffness matrix<\/td>\n<\/tr>\n
[S<\/strong>]<\/td>\nCompliance matrix<\/td>\n<\/tr>\n
A<\/em><\/td>\nSkempton\u2019s pore water coefficient<\/td>\n<\/tr>\n
aE<\/sub><\/em><\/td>\nFactor to account for rate effects during cone penetration<\/td>\n<\/tr>\n
AG<\/sub><\/em><\/td>\nPlan area of pile group<\/td>\n<\/tr>\n
Ar<\/sub><\/em><\/td>\nArea ratio of pipe piles<\/td>\n<\/tr>\n
Ar,eff<\/sub><\/em><\/td>\nEffective area ratio of pipe piles<\/td>\n<\/tr>\n
au<\/sub><\/em><\/td>\nAdhesion factor<\/td>\n<\/tr>\n
B\u2032<\/em><\/td>\nEffective footing width<\/td>\n<\/tr>\n
Bq<\/sub><\/em>
\n<\/em><\/td>\n		Normalised pore pressure parameter from CPT tests<\/td>\n<\/tr>\n
CC<\/sub><\/em><\/td>\nCPT correction factor for overburden stress<\/td>\n<\/tr>\n
Cc<\/sub><\/em>
\n<\/em><\/td>\n		Compression index<\/td>\n<\/tr>\n
CN<\/sub><\/em><\/td>\nSPT blow count correction factor for overburden stress<\/td>\n<\/tr>\n
Cr<\/sub><\/em>
\n<\/em><\/td>\n		Recompression index<\/td>\n<\/tr>\n
cv<\/sub><\/em>
\n<\/em><\/td>\n		Coefficient of consolidation<\/td>\n<\/tr>\n
C\u03b1<\/sub><\/em><\/td>\nCreep coefficient<\/td>\n<\/tr>\n
D<\/em>50<\/sub>
\n<\/em><\/td>\n		Median grain size<\/td>\n<\/tr>\n
De<\/sub><\/em>
\n<\/em><\/td>\n		Equivalent pier diameter<\/td>\n<\/tr>\n
det<\/td>\nDeterminant of a matrix<\/td>\n<\/tr>\n
Df<\/sub><\/em><\/td>\nEmbedment depth of shallow footings<\/td>\n<\/tr>\n
Dr<\/sub><\/em>
\n<\/em><\/td>\n		Relative density of coarse-grained soils<\/td>\n<\/tr>\n
e<\/em><\/td>\nVoid ratio<\/td>\n<\/tr>\n
eh<\/sub><\/em>
\n<\/em><\/td>\n		Elevation of lateral load resultant<\/td>\n<\/tr>\n
E\u2032<\/em><\/td>\nDrained Young\u2019s modulus<\/td>\n<\/tr>\n
eb<\/sub><\/em>
\n<\/em><\/td>\n		Eccentricity along the footing width<\/td>\n<\/tr>\n
Eb<\/sub><\/em>
\n<\/em><\/td>\n		Young\u2019s modulus of rockmass below the toe of socketed or end bearing piles<\/td>\n<\/tr>\n
el<\/sub><\/em>
\n<\/em><\/td>\n		Eccentricity along the footing length<\/td>\n<\/tr>\n
emax<\/sub><\/em>
\n<\/em><\/td>\n		Maximum void ratio<\/td>\n<\/tr>\n
emin<\/sub><\/em><\/td>\nMinimum void ratio<\/td>\n<\/tr>\n
Ep<\/sub><\/em>
\n<\/em><\/td>\n		Young\u2019s modulus of pile material<\/td>\n<\/tr>\n
Er<\/sub><\/em><\/td>\nYoung\u2019s modulus of rockmass along the socket of socketed piles<\/td>\n<\/tr>\n
Es<\/sub><\/em>
\n<\/em><\/td>\n		Young\u2019s modulus of soil<\/td>\n<\/tr>\n
Et<\/sub><\/em><\/td>\nYoung\u2019s modulus of rockmass\/soil along the recessed section of socketed piles<\/td>\n<\/tr>\n
Eu<\/sub><\/em>
\n<\/em><\/td>\n		Undrained Young\u2019s modulus<\/td>\n<\/tr>\n
FR<\/sub><\/em>
\n<\/em><\/td>\n		Friction ratio from the interpretation of CPT tests<\/td>\n<\/tr>\n
Fr<\/sub><\/em>
\n<\/em><\/td>\n		Normalised sleeve friction resistance from CPT tests<\/td>\n<\/tr>\n
fs<\/sub><\/em>
\n<\/em><\/td>\n		Sleeve friction resistance measured during CPT tests<\/td>\n<\/tr>\n
fsf<\/sub><\/em>
\n<\/em><\/td>\n		Skin friction resistance of piles subjected to compressive loads, carrying units of stress<\/td>\n<\/tr>\n
fsf,t<\/sub><\/em><\/td>\nSkin friction resistance of piles subjected to tensile loads, carrying units of stress<\/td>\n<\/tr>\n
g<\/em>
\n<\/em><\/td>\n		Gravity coefficient<\/td>\n<\/tr>\n
G<\/em>
\n<\/em><\/td>\n		Shear modulus<\/td>\n<\/tr>\n
G<\/em>0<\/sub>
\n<\/em><\/td>\n		Small-strain shear modulus<\/td>\n<\/tr>\n
Gs<\/sub><\/em>
\n<\/em><\/td>\n		Specific gravity<\/td>\n<\/tr>\n
h<\/em>
\n<\/em><\/td>\n		Hydraulic head<\/td>\n<\/tr>\n
Hf<\/sub><\/em>
\n<\/em><\/td>\n		Collapse load or ultimate geotechnical strength of a laterally loaded pile<\/td>\n<\/tr>\n
Hw<\/sub><\/em><\/td>\nServiceability lateral load acting on a pile<\/td>\n<\/tr>\n
i<\/em><\/td>\nHydraulic gradient<\/td>\n<\/tr>\n
IB<\/sub><\/em>
\n<\/em><\/td>\n		Modified soil Behaviour Type index<\/td>\n<\/tr>\n
Ib<\/sub><\/em>
\n<\/em><\/td>\n		Pile head stiffness factor for end bearing single piles<\/td>\n<\/tr>\n
Ic<\/sub><\/em>
\n<\/em><\/td>\n		Soil Behaviour Type index<\/td>\n<\/tr>\n
Id<\/sub><\/em>
\n<\/em><\/td>\n		Design settlement influence factor for socketed piles<\/td>\n<\/tr>\n
Ir<\/sub><\/em>
\n<\/em><\/td>\n		Rigidity index<\/td>\n<\/tr>\n
Is<\/sub><\/em>
\n<\/em><\/td>\n		Settlement factor for single friction piles<\/td>\n<\/tr>\n
k<\/em>
\n<\/em><\/td>\n		Soil permeability<\/td>\n<\/tr>\n
K<\/em>
\n<\/em><\/td>\n		Bulk modulus<\/td>\n<\/tr>\n
K<\/em>0<\/sub>
\n<\/em><\/td>\n		Earth pressure coefficient at-rest<\/td>\n<\/tr>\n
KA<\/sub><\/em>
\n<\/em><\/td>\n		Active earth pressure coefficient<\/td>\n<\/tr>\n
kc<\/sub><\/em>
\n<\/em><\/td>\n		Bearing capacity factor used in the LCPC method to estimate the end bearing resistance of piles from CPT data<\/td>\n<\/tr>\n
KD<\/sub><\/em><\/td>\nHorizontal stress index from DMT tests<\/td>\n<\/tr>\n
Kf<\/sub>\/Kc<\/sub><\/em>
\n<\/em><\/td>\n		Loading factor to account for the reduction in the normal stress acting at the soil-pile interface<\/td>\n<\/tr>\n
Kh<\/sub><\/em>
\n<\/em><\/td>\n		Coefficient of subgrade reaction of laterally loaded piles<\/td>\n<\/tr>\n
Khh<\/sub><\/em>
\n<\/em><\/td>\n		Swaying component of pile head stiffness<\/td>\n<\/tr>\n
Khr<\/sub><\/em>, Krh<\/sub><\/em>
\n<\/em><\/td>\n		Swaying-rocking component of pile head stiffness<\/td>\n<\/tr>\n
Kp<\/sub><\/em>
\n<\/em><\/td>\n		Relative pile material stiffness<\/td>\n<\/tr>\n
K<\/em>P<\/sub>
\n<\/em><\/td>\n		Passive earth pressure coefficient<\/td>\n<\/tr>\n
Krr<\/sub><\/em><\/td>\nRocking component of pile head stiffness<\/td>\n<\/tr>\n
Ks<\/sub><\/em>
\n<\/em><\/td>\n		Punching shear resistance coefficient<\/td>\n<\/tr>\n
Ksr<\/sub><\/em><\/td>\nPunching shear coefficient<\/td>\n<\/tr>\n
KSu<\/sub><\/em>
\n<\/em><\/td>\n		Conversion factor for estimating the bearing capacity of shallow foundations on fine-grained soils from CPT data<\/td>\n<\/tr>\n
K\u03c6<\/sub><\/em><\/td>\nConversion factor for estimating the bearing capacity of shallow foundations on coarse-grained soils from CPT data<\/td>\n<\/tr>\n
L\u2032<\/em><\/td>\nEffective footing length<\/td>\n<\/tr>\n
Le<\/sub><\/em>
\n<\/em><\/td>\n		Recess length of a socketed pile<\/td>\n<\/tr>\n
Lp<\/sub><\/em>
\n<\/em><\/td>\n		Length of soil plug<\/td>\n<\/tr>\n
M<\/em>
\n<\/em><\/td>\n		Pile bending moment<\/td>\n<\/tr>\n
Mcs<\/sub><\/em>
\n<\/em><\/td>\n		Inclination of the critical state line in the p\u2032<\/em>–q<\/em> space<\/td>\n<\/tr>\n
Mmax<\/sub><\/em>
\n<\/em><\/td>\n		Maximum bending moment along the length of a pile<\/td>\n<\/tr>\n
mv<\/sub><\/em>
\n<\/em><\/td>\n		Coefficient of volume compressibility<\/td>\n<\/tr>\n
Mw<\/sub><\/em>
\n<\/em><\/td>\n		Serviceability moment acting on pile head<\/td>\n<\/tr>\n
My<\/sub><\/em>
\n<\/em><\/td>\n		Yield bending moment of pile section<\/td>\n<\/tr>\n
n<\/em>
\n<\/em><\/td>\n		Porosity<\/td>\n<\/tr>\n
N<\/em>
\n<\/em><\/td>\n		SPT number of blow counts<\/td>\n<\/tr>\n
N*cp<\/sub><\/em>
\n<\/em><\/td>\n		Bearing capacity factor for drilled shafts in undrained soil (\u03b1<\/em>-Method)<\/td>\n<\/tr>\n
N\u2032 <\/em>or Nl<\/sub><\/em>
\n<\/em><\/td>\n		Number of SPT blow counts corrected for overburden stress<\/td>\n<\/tr>\n
N\u203260<\/sub><\/em>
\n<\/em><\/td>\n		SPT number of blow counts for 60% hammer efficiency, corrected for overburden stress<\/td>\n<\/tr>\n
N60<\/sub><\/em><\/td>\nSPT number of blow counts for 60% hammer efficiency<\/td>\n<\/tr>\n
N70<\/sub><\/em>
\n<\/em><\/td>\n		SPT number of blow counts for standard 70% hammer efficiency<\/td>\n<\/tr>\n
Nc<\/sub><\/em><\/td>\nBearing capacity factor for footings on drained soil<\/td>\n<\/tr>\n
Ncp<\/sub><\/em><\/td>\nBearing capacity factor for driven piles in undrained soil (\u03b1<\/em>-Method)<\/td>\n<\/tr>\n
Ncu<\/sub><\/em><\/td>\nBearing capacity factor for footings on undrained soil<\/td>\n<\/tr>\n
ng<\/sub><\/em>
\n<\/em><\/td>\n		Pile group efficiency<\/td>\n<\/tr>\n
Nkt<\/sub><\/em><\/td>\nCone factor<\/td>\n<\/tr>\n
Nq<\/sub><\/em><\/td>\nBearing capacity factor for footings on drained soil<\/td>\n<\/tr>\n
Nqp<\/sub><\/em>
\n<\/em><\/td>\n		Bearing capacity factor for piles in drained soil (\u03b2<\/em>-Method)<\/td>\n<\/tr>\n
Nu<\/sub><\/em>
\n<\/em><\/td>\n		Alternative cone factor<\/td>\n<\/tr>\n
N\u03b3<\/sub><\/em><\/td>\nBearing capacity factor for footings on drained soil<\/td>\n<\/tr>\n
N\u03b3<\/sub>*<\/em>
\n<\/em><\/td>\n		Modified bearing capacity factor for footings on layered sand<\/td>\n<\/tr>\n
N\u03c6<\/sub><\/em>
\n<\/em><\/td>\n		Bearing capacity factor for piles in rock<\/td>\n<\/tr>\n
OCR<\/td>\nOverconsolidation ratio<\/td>\n<\/tr>\n
p<\/em><\/td>\nReaction from soil to lateral loading of a pile<\/td>\n<\/tr>\n
p\u2032<\/em><\/td>\nMean effective stress<\/td>\n<\/tr>\n
pa<\/sub><\/em><\/td>\nAtmospheric pressure<\/td>\n<\/tr>\n
pf<\/sub><\/em><\/td>\nUltimate soil reaction to lateral loading of pile<\/td>\n<\/tr>\n
PI<\/td>\nPlasticity Index<\/td>\n<\/tr>\n
q<\/em>
\n<\/em><\/td>\n		Net bearing capacity, not accounting for the contribution of overburden soil, carrying units of stress<\/td>\n<\/tr>\n
Qb<\/sub><\/em>
\n<\/em><\/td>\n		End bearing resistance of piles, carrying units of force<\/td>\n<\/tr>\n
qb<\/sub><\/em>
\n<\/em><\/td>\n		End bearing stress at pile toe, at the ultimate limit state<\/td>\n<\/tr>\n
qbf<\/sub><\/em>
\n<\/em><\/td>\n		End-bearing resistance of piles, carrying units of stress<\/td>\n<\/tr>\n
Qbw<\/sub><\/em>
\n<\/em><\/td>\n		Serviceability load transferred to the pile toe<\/td>\n<\/tr>\n
qc<\/sub><\/em>
\n<\/em><\/td>\n		Cone resistance measured during CPT tests<\/td>\n<\/tr>\n
Qext<\/sub><\/em><\/td>\nExternal force applied on soil surface, carrying units of force<\/td>\n<\/tr>\n
qext<\/sub><\/em><\/td>\nExternal pressure applied on soil surface, carrying units of stress<\/td>\n<\/tr>\n
qf<\/sub><\/em>
\n<\/em><\/td>\n		Bearing capacity, or ultimate geotechnical strength in compression, carrying units of stress<\/td>\n<\/tr>\n
Qf<\/sub><\/em>
\n<\/em><\/td>\n		Collapse load, or ultimate geotechnical strength in compression, carrying units of force<\/td>\n<\/tr>\n
Qf,group<\/sub><\/em>
\n<\/em><\/td>\n		Collapse load or ultimate geotechnical strength of a group of piles subjected to axial compressive load, carrying units of force<\/td>\n<\/tr>\n
Qf,t<\/sub><\/em>
\n<\/em><\/td>\n		Collapse load, or ultimate geotechnical strength of piles in tension. carrying units of force<\/td>\n<\/tr>\n
Qf,test<\/sub><\/em><\/td>\nCollapse load or ultimate geotechnical strength measured in situ <\/em><\/td>\n<\/tr>\n
Qnf<\/sub><\/em><\/td>\nNegative skin friction resistance of piles, carrying units of force<\/td>\n<\/tr>\n
qs<\/sub><\/em><\/td>\nOverburden pressure for shallow foundations, carrying units of stress<\/td>\n<\/tr>\n
Qsf<\/sub><\/em><\/td>\nSkin friction resistance of piles subjected to compressive loads, carrying units of force<\/td>\n<\/tr>\n
Qsf,t<\/sub><\/em>
\n<\/em><\/td>\n		Skin friction resistance of piles subjected to tensile loads, carrying units of force<\/td>\n<\/tr>\n
Qsfw<\/sub><\/em><\/td>\nServiceability load transferred to the pile shaft, carrying units of force<\/td>\n<\/tr>\n
qt<\/sub><\/em><\/td>\nCorrected cone resistance for pore pressure effects<\/td>\n<\/tr>\n
Qt<\/sub><\/em>
\n<\/em><\/td>\n		Dimensionless cone resistance<\/td>\n<\/tr>\n
Qtn<\/sub><\/em>
\n<\/em><\/td>\n		Normalised cone resistance<\/td>\n<\/tr>\n
Qult<\/sub><\/em><\/td>\nDesign axial compressive load for piles socketed in rock, carrying units of force<\/td>\n<\/tr>\n
Qw<\/sub><\/em>
\n<\/em><\/td>\n		Serviceability load, carrying units of force<\/td>\n<\/tr>\n
Qw,group<\/sub><\/em>
\n<\/em><\/td>\n		Axial compressive load acting on the cap of a group of piles under serviceability conditions, carrying units of force<\/td>\n<\/tr>\n
Rs<\/sub><\/em><\/td>\nFactor for calculating settlement of a pile group connected with a rigid cap<\/td>\n<\/tr>\n
Rug<\/sub><\/em>
\n<\/em><\/td>\n		Ultimate geotechnical strength<\/td>\n<\/tr>\n
s<\/em>
\n<\/em><\/td>\n		Pile spacing<\/td>\n<\/tr>\n
S*<\/em>
\n<\/em><\/td>\n		Design (factored) action load at the Ultimate Limit State<\/td>\n<\/tr>\n
Sr<\/sub><\/em>
\n<\/em><\/td>\n		Degree of saturation<\/td>\n<\/tr>\n
St<\/sub><\/em>
\n<\/em><\/td>\n		Soil sensitivity<\/td>\n<\/tr>\n
Su<\/sub><\/em><\/td>\nUndrained shear strength of fine-grained soils<\/td>\n<\/tr>\n
Tv<\/sub><\/em>
\n<\/em><\/td>\n		Time factor<\/td>\n<\/tr>\n
U<\/em>
\n<\/em><\/td>\n		Average degree of consolidation<\/td>\n<\/tr>\n
u<\/em>0<\/sub>
\n<\/em><\/td>\n		Hydrostatic pore pressure<\/td>\n<\/tr>\n
u<\/em>2<\/sub>
\n<\/em><\/td>\n		Pore water pressure measured during CPT tests<\/td>\n<\/tr>\n
uy,f<\/sub><\/em><\/td>\nPile head displacement required to mobilise the end-bearing resistance of the pile<\/td>\n<\/tr>\n
V<\/em>
\n<\/em><\/td>\n		Pile shear force<\/td>\n<\/tr>\n
v\u2032<\/em><\/td>\nDrained Poisson\u2019s ratio<\/td>\n<\/tr>\n
vp<\/sub><\/em>
\n<\/em><\/td>\n		Poisson\u2019s ratio of pile material<\/td>\n<\/tr>\n
Vs<\/sub><\/em><\/td>\nVolume of solids<\/td>\n<\/tr>\n
VS<\/sub><\/em>
\n<\/em><\/td>\n		Shear wave velocity<\/td>\n<\/tr>\n
vs<\/sub><\/em>
\n<\/em><\/td>\n		Soil Poisson\u2019s ratio<\/td>\n<\/tr>\n
vu<\/sub><\/em><\/td>\nUndrained Poisson\u2019s ratio<\/td>\n<\/tr>\n
Vv<\/sub><\/em><\/td>\nVolume of voids<\/td>\n<\/tr>\n
Vw<\/sub><\/em><\/td>\nVolume of water<\/td>\n<\/tr>\n
w<\/em>
\n<\/em><\/td>\n		Water content or moisture content<\/td>\n<\/tr>\n
Wp<\/sub><\/em>
\n<\/em><\/td>\n		Weight of pile<\/td>\n<\/tr>\n
Ws<\/sub><\/em>
\n<\/em><\/td>\n		Weight of solids<\/td>\n<\/tr>\n
Ww<\/sub><\/em>
\n<\/em><\/td>\n		Weight of water<\/td>\n<\/tr>\n
y<\/em>
\n<\/em><\/td>\n		Pile deflection<\/td>\n<\/tr>\n
y<\/em>(0)
\n<\/em><\/td>\n		Pile head deflection<\/td>\n<\/tr>\n
\u03b1<\/em>
\n<\/em><\/td>\n		Coefficient for calculating the skin friction resistance with LCPC CPT-based method<\/td>\n<\/tr>\n
\u03b1\u2032<\/em>
\n<\/em><\/td>\n		Correction factor for calculating the skin friction resistance with Schmertmann\u2019s CPT-based method<\/td>\n<\/tr>\n
\u03b1i<\/sub><\/em>
\n<\/em><\/td>\n		Pile group interaction factor<\/td>\n<\/tr>\n
\u03b2<\/em><\/td>\nFactor for calculating the skin friction resistance of piles with the \u03b2<\/em>-Method<\/td>\n<\/tr>\n
\u03b2g,l<\/sub><\/em><\/td>\nReduction factor to account for pile group effects under lateral loading – leading in line pile<\/td>\n<\/tr>\n
\u03b2g,s<\/sub><\/em><\/td>\nReduction factor to account for pile group effects under lateral loading \u2013 side-by-side pile<\/td>\n<\/tr>\n
\u03b2g,sk<\/sub><\/em><\/td>\nReduction factor to account for pile group effects under lateral loading – skewed pile<\/td>\n<\/tr>\n
\u03b2g,t<\/sub><\/em><\/td>\nReduction factor to account for pile group effects under lateral loading – trailing in line pile<\/td>\n<\/tr>\n
\u03b3<\/em><\/td>\nUnit weight or bulk unit weight of soil<\/td>\n<\/tr>\n
\u03b3ij<\/sub><\/em>
\n<\/em><\/td>\n		Shear strain<\/td>\n<\/tr>\n
\u03b3\u2032<\/em>
\n<\/em><\/td>\n		Effective or submerged unit weight of soil<\/td>\n<\/tr>\n
\u03b3d<\/sub><\/em>
\n<\/em><\/td>\n		Dry unit weight of soil<\/td>\n<\/tr>\n
\u03b3sat<\/sub><\/em>
\n<\/em><\/td>\n		Saturated unit weight of soil<\/td>\n<\/tr>\n
\u03b3w<\/sub><\/em>
\n<\/em><\/td>\n		Unit weight of water<\/td>\n<\/tr>\n
\u0394u<\/em><\/td>\nExcess pore pressure<\/td>\n<\/tr>\n
\u0394\u0399vy<\/sub><\/em>
\n<\/em><\/td>\n		Logarithm of clay sensitivity<\/td>\n<\/tr>\n
\u0394\u03c3<\/em><\/td>\nTotal normal stress increments in soil, due to the application of external loadings<\/td>\n<\/tr>\n
\u0394\u03c4<\/em>
\n<\/em><\/td>\n		Shear stress increments in soil, due to the application of external loadings<\/td>\n<\/tr>\n
\u03b5<\/em>
\n<\/em><\/td>\n		Normal strain<\/td>\n<\/tr>\n
\u03b5<\/em>50<\/sub>
\n<\/em><\/td>\n		Characteristic strain i.e., the strain corresponding to deviatoric stress equal to half the deviatoric stress at failure<\/td>\n<\/tr>\n
\u03b5vol<\/sub><\/em>
\n<\/em><\/td>\n		Volumetric strain<\/td>\n<\/tr>\n
\u03ba<\/em>
\n<\/em><\/td>\n		Alternative symbol for the recompression index (approximate)<\/td>\n<\/tr>\n
\u03bb<\/em>
\n<\/em><\/td>\n		Alternative symbol for the compression index<\/td>\n<\/tr>\n
\u03bbv<\/sub><\/em>
\n<\/em><\/td>\n		Correction factor for undrained shear strength measured from vane shear tests to account for rate effects<\/td>\n<\/tr>\n
\u03bd<\/em><\/td>\nSpecific volume<\/td>\n<\/tr>\n
\u03c1<\/em>
\n<\/em><\/td>\n		Mass density or bulk mass density of soil<\/td>\n<\/tr>\n
\u03c1d<\/sub><\/em>
\n<\/em><\/td>\n		Dry mass density of soil<\/td>\n<\/tr>\n
\u03c1e<\/sub><\/em><\/td>\nImmediate (elastic) settlement of shallow foundations and piles<\/td>\n<\/tr>\n
\u03c1pc<\/sub><\/em><\/td>\nPrimary consolidation settlement of shallow foundations and earthworks<\/td>\n<\/tr>\n
\u03c1s<\/sub><\/em>
\n<\/em><\/td>\n		Elastic pile shortening<\/td>\n<\/tr>\n
\u03c1sat<\/sub><\/em><\/td>\nSaturated mass density of soil<\/td>\n<\/tr>\n
\u03c1sc<\/sub><\/em>
\n<\/em><\/td>\n		Secondary compression settlement or creep of shallow foundations and earthworks<\/td>\n<\/tr>\n
\u03c1w<\/sub><\/em>
\n<\/em><\/td>\n		Mass density of water<\/td>\n<\/tr>\n
\u03c3<\/em><\/td>\nTotal normal stress<\/td>\n<\/tr>\n
\u03c3\u2032<\/em>
\n<\/em><\/td>\n		Effective stress<\/td>\n<\/tr>\n
\u03c3\u2032<\/em>0<\/sub>
\n<\/em><\/td>\n		Effective geostatic stress<\/td>\n<\/tr>\n
\u03c3\u2032<\/em>c<\/sub>
\n<\/em><\/td>\n		Preconsolidation stress<\/td>\n<\/tr>\n
\u03c3\u2032hf<\/sub><\/em><\/td>\nNormal effective stress acting at the soil-pile interface when the collapse load of the pile is reached<\/td>\n<\/tr>\n
\u03c30<\/sub><\/em><\/td>\nTotal geostatic stress<\/td>\n<\/tr>\n
\u03c31<\/sub><\/em><\/td>\nMajor principal stress<\/td>\n<\/tr>\n
\u03c32<\/sub><\/em><\/td>\nIntermediate principal stress<\/td>\n<\/tr>\n
\u03c33<\/sub><\/em><\/td>\nMinor principal stress<\/td>\n<\/tr>\n
\u03c3C<\/sub><\/em>
\n<\/em><\/td>\n		Confining stress<\/td>\n<\/tr>\n
\u03c3c<\/sub><\/em><\/td>\nUnconfined compressive strength of rockmass<\/td>\n<\/tr>\n
\u03c3y<\/sub><\/em>
\n<\/em><\/td>\n		Design yield strength of pile material<\/td>\n<\/tr>\n
\u03c4d<\/sub><\/em><\/td>\nCharacteristic side shear resistance at shaft-rock interface of socketed piles<\/td>\n<\/tr>\n
\u03c6\u2032<\/em>
\n<\/em><\/td>\n		Effective friction angle<\/td>\n<\/tr>\n
\u03c6cs<\/sub><\/em>
\n<\/em><\/td>\n		Critical state friction angle<\/td>\n<\/tr>\n
\u03c6g<\/sub><\/em><\/td>\nGeotechnical strength reduction factor for shallow foundations, and for pile foundations when results of pile load tests are available<\/td>\n<\/tr>\n
\u03c6gb<\/sub><\/em>
\n<\/em><\/td>\n		Basic geotechnical strength reduction factor for pile foundations<\/td>\n<\/tr>\n
\u03c6gb<\/sub>Qf<\/sub><\/em><\/td>\nDesign (factored) capacity of pile foundations<\/td>\n<\/tr>\n
\u03c6g<\/sub>Qf<\/sub><\/em>
\n<\/em><\/td>\n		Design (factored) capacity of shallow foundations<\/td>\n<\/tr>\n
\u03c6i<\/sub><\/em>
\n<\/em><\/td>\n		Soil-pile interface friction angle<\/td>\n<\/tr>\n
\u03c6i,cs<\/sub><\/em><\/td>\nConstant volume interface friction angle<\/td>\n<\/tr>\n
\u03c6i,f<\/sub><\/em><\/td>\nInterface friction angle at failure<\/td>\n<\/tr>\n
\u03c8<\/em><\/td>\nDilation angle<\/td>\n<\/tr>\n
\u03c8t<\/sub><\/em>
\n<\/em><\/td>\n		Reduction factor for skin friction resistance due to Poisson effect<\/td>\n<\/tr>\n
\u03c9<\/em>(0)<\/td>\nPile head rotation<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"author":1,"menu_order":2,"template":"","meta":{"pb_show_title":"","pb_short_title":"Appendix B: List of main symbols","pb_subtitle":"","pb_authors":[],"pb_section_license":""},"back-matter-type":[27],"contributor":[],"license":[],"class_list":["post-667","back-matter","type-back-matter","status-publish","hentry","back-matter-type-appendix"],"_links":{"self":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/back-matter\/667","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/back-matter"}],"about":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/types\/back-matter"}],"author":[{"embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/users\/1"}],"version-history":[{"count":0,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/back-matter\/667\/revisions"}],"metadata":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/back-matter\/667\/metadata\/"}],"wp:attachment":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/media?parent=667"}],"wp:term":[{"taxonomy":"back-matter-type","embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/back-matter-type?post=667"},{"taxonomy":"contributor","embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/contributor?post=667"},{"taxonomy":"license","embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/license?post=667"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}