{"id":555,"date":"2025-03-12T05:12:49","date_gmt":"2025-03-12T05:12:49","guid":{"rendered":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/chapter\/6-19-immediate-settlement-of-single-piles\/"},"modified":"2026-03-16T14:12:50","modified_gmt":"2026-03-16T14:12:50","slug":"6-19-immediate-settlement-of-single-piles","status":"publish","type":"chapter","link":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/chapter\/6-19-immediate-settlement-of-single-piles\/","title":{"raw":"6.19 Immediate settlement of single piles","rendered":"6.19 Immediate settlement of single piles"},"content":{"raw":"State-of-practice methods for predicting settlement of single piles (driven piles or drilled shafts) are still very much based on simplified mathematical models of piles and their surrounding soil. Predictions of such models for typical pile\/soil parameter combinations are often compiled by authors of relevant publications into \u201cdesign charts\u201d, to relieve users from\u00a0the onerous task of programming the rather convoluted expressions. The vast majority of such mathematical models are based on the theory of elasticity, and as such require adopting a series of assumptions, the main of which is that both pile and soil behave as linear elastic, and no separation (slippage) takes place at the soil-pile interface. Comparison of model predictions with measurements obtained during field tests has proven that these assumptions are reasonably accurate under serviceability conditions, when the load acting on the pile head is relatively low, and non-linearity effects can be ignored. Of course today it is relatively straightforward to numerically model a single pile subjected to an axial compressive load (see Examples 6.3<\/a> and 6.4<\/a>), thus obtain direct estimates of settlement without being limited to specific combinations of parameters for which the design charts have been prepared for, while non-linear soil behaviour and slippage at the soil-pile interface can certainly be accounted for even in simple models. This however has not rendered simplified methods obsolete.\n\nIt is important to keep in mind that, as settlement is estimated while considering serviceability loads, we may assume that the full serviceability load Qw<\/sub><\/em> is transferred through skin friction when the skin friction resistance Qsf<\/sub><\/em> is higher than the serviceability load:<\/em>\n\n(6.90)<\/strong> [latex]{\\rm{if\\: }}{Q_w} < {Q_{sf}}{\\rm{ \\:then \\:}}{Q_{sfw}} = {Q_w}{\\rm{ \\:and \\:}}{Q_{bw}} = 0[\/latex]\n\nIf the serviceability load Qw<\/sub><\/em> is higher than the available skin friction resistance Qsf<\/sub><\/em>, then we can effectively assume that the load transferred along the pile shaft through friction under serviceability conditions Qsfw<\/sub><\/em> is equal to the skin friction resistance Qsf<\/sub><\/em>. The remaining of the load Qbw<\/sub><\/em> is transferred to the pile toe:\n\n(6.91)<\/strong> [latex]{\\rm{if \\:}}{Q_w} > {Q_{sf}}{\\rm{ \\:then \\:}}{Q_{sfw}} = {Q_{sf}}{\\rm{ \\:and \\:}}{Q_{bw}} = {Q_w} - {Q_{sf}}[\/latex]\n\nIn other words, the skin friction resistance of the pile is fully mobilised before any load is transferred to its toe.\n\nAs the serviceability load is transferred from a pile to the soil predominantly via friction at the soil pile-interface, with little change in the normal stress, the bulk of settlement of a single pile will develop immediately after the load is applied (immediate, or elastic settlement).<\/em> Consolidation settlement is of the order of 15% of the total settlement for individual piles driven through saturated clay, and generally is not explicitly calculated.\n\nThe methods presented in the following for the calculation of immediate settlement of single piles consider compressible piles, hence elastic shortening \u03c1<\/em>s<\/em><\/sub> is inherently considered in the analysis.\n\n
\n\n

6.19.1 Estimation of settlement of compressible friction piles in homogeneous soil<\/h2>\nPoulos (1989) describes elasticity-based solutions for predicting settlement of a single cylindrical friction pile embedded in a homogeneous elastic soil layer of infinite thickness. Under these conditions, settlement of a single friction pile \u03c1e<\/sub><\/em> (the subscript e<\/sub> refers to elastic settlement, that will develop immediately after application of the load) can be calculated as:\n\n(6.92<\/strong>) [latex]{\\rho _e} = \\dfrac{{{Q_w}}}{{{E_s}D}}{I_s}[\/latex]\n\nwhere Qw<\/sub><\/em> is the serviceability load applied at the pile head, D<\/em> is the diameter of the pile and Es<\/sub><\/em> is the Young\u2019s modulus of the soil layer. The factor Is<\/sub><\/em>, which actually is the inverse of the dimensionless vertical stiffness of the pile head (vertical stiffness = axial load\/vertical settlement Q<\/em>\/\u03c1<\/em>), can be estimated from Figure 6.66<\/a>. It depends on the ratio of the Young\u2019s modulus of the pile Ep<\/sub><\/em> over the (drained E\u2032<\/em>\u00a0or undrained Eu<\/sub><\/em> depending on the soil type) Young\u2019s modulus of the soil Es<\/sub><\/em>. Note that the original solutions by Poulos consider undrained incompressible soil (Poisson\u2019s ratio vs<\/sub><\/em> = 0.5) therefore, strictly speaking, Figure 6.66<\/a> is applicable only to piles in clay and Es <\/sub><\/em>= Eu<\/sub><\/em>. However, it is common to use this chart for piles in drained soil too, as the effect of the Poisson\u2019s ratio of soil on pile settlement is not particularly prominent. This is demonstrated later in this Chapter.\n\n[caption id=\"attachment_552\" align=\"aligncenter\" width=\"400\"]\"Graph Figure 6.66. Pile head stiffness factor \u0399s<\/sub><\/em> for estimating settlement of a friction pile in homogeneous soil of infinite thickness (after Poulos 1989).[\/caption]\n\nNote here that in case the pile is not solid (i.e., is a hollow cylindrical pipe pile), the moduli ratio or relative pile material stiffness Kp<\/sub><\/em> = Ep<\/sub><\/em>\/Es<\/sub><\/em> should be calculated as:\n\n(6.93)<\/strong> [latex]{K_p} = \\dfrac{{{E_p}}}{\\begin{array}{l}{E_s}{\\rm{ }}\\end{array}}\\left( {\\dfrac{{{\\rm{Area \\:of \\:pile \\:section}}}}{{\\dfrac{{\\pi {D^2}}}{4}}}} \\right)[\/latex]\n\nIn the special case of a solid pile it is Kp<\/sub><\/em> = Ep<\/sub><\/em>\/Es<\/sub><\/em>. In lack of a more accurate (and equally simple) solution, if the soil\u2019s Young modulus is not uniform along the length of the pile, a weighted average can be used together with Eq. 6.92 as (Figure 6.67<\/a>):\n\n(6.94)<\/strong> [latex]{E_{s,av}} = \\dfrac{{{E_{s,1}}{L_1} + {E_{s,2}}{L_2} + {E_{s,3}}{L_3} + ...}}{{{L_1} + {L_2} + {L_3} + ...}}[\/latex]\n\n[caption id=\"attachment_552\" align=\"aligncenter\" width=\"275\"]\"Schematic Figure 6.67. Estimation of a weighted average soil Young\u2019s modulus, to be used in pile settlement calculations.[\/caption]\n\nCases where considering a weighted average soil modulus is reasonable and cases where it can lead to important error in the estimation of settlement are discussed in the following.\n\n
\n\n

6.19.2 Estimation of settlement of compressible friction piles in homogeneous soil of finite thickness<\/h2>\nOne important drawback of the method presented above is that the thickness of the foundation stratum is assumed infinite. This cannot be the case in practice, thus Poulos\u2019 method will result in overestimating settlement if the bedrock is found at relatively shallow depth. A rigorous elasticity method applicable to cylindrical friction piles embedded in a homogeneous soil layer of finite thickness has been recently proposed by Zheng et al.<\/em> (2023). A schematic of the problem considered by Zheng et al.<\/em> is shown in Figure 6.68<\/a>. The friction pile features diameter D<\/em> and length L<\/em> and is embedded in a soil layer of finite thickness H<\/em>. The method explicitly accounts for the Poisson\u2019s ratio of soil, and is applicable to both drained (e.g., soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.3 and soil modulus Es <\/sub><\/em>= E\u2032<\/em>) and undrained conditions (soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.5 and soil modulus Es <\/sub><\/em>= Eu<\/sub><\/em>).\n\nFigures 6.69<\/a> and 6.70<\/a> provide the dimensionless pile head stiffness Qw<\/sub><\/em>\/Es<\/sub>D<\/em>\u03c1e<\/sub><\/em> as function of the Poisson\u2019s ratio of soil vs<\/sub><\/em>, the moduli ratio Ep<\/sub><\/em>\/Es<\/sub><\/em> or Kp <\/sub><\/em>for non-solid piles (Eq. 6.93), the pile slenderness L<\/em>\/D<\/em> and the dimensionless thickness of the soil layer H<\/em>\/D<\/em>. When H<\/em>\/D<\/em> = inf<\/em> Figures 6.69<\/a> and 6.70<\/a> provide identical results to the Poulos (1989) method. Comparison of Figures 6.69<\/a> and 6.70<\/a> confirms that the Poisson\u2019s ratio of soil does not significantly affect pile settlement, as stated earlier.\n\n[caption id=\"attachment_552\" align=\"aligncenter\" width=\"350\"]\"SchematicL) and features Young's modulus Es and Poisson's ratio vs. The soil layer is underlaid by incompressible rock.\" width=\"350\" height=\"330\"> Figure 6.68. Schematic of a cylindrical friction pile embedded in a soil layer of finite thickness, underlain by incompressible bedrock.[\/caption]\n\n[caption id=\"attachment_552\" align=\"aligncenter\" width=\"993\"]\"Three Figure 6.69. Pile head stiffness of a friction pile embedded in a soil layer of finite thickness. Results for soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.3 (Zheng et al<\/em>. 2023).[\/caption]\n\n[caption id=\"attachment_552\" align=\"aligncenter\" width=\"995\"]\"Three Figure 6.70. Pile head stiffness of a friction pile embedded in a soil layer of finite thickness. Results for soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.5 (Zheng et al<\/em>. 2023).[\/caption]\n\n
\n\n

6.19.3 Estimation of settlement of compressible end bearing piles in homogeneous soil<\/h2>\nPoulos and Davis (1991) describe a method for calculating settlement of end-bearing compressible cylindrical piles embedded in a uniform elastic soil layer of thickness equal to the pile length L<\/em>, underlaid by rigid end-bearing stratum (bedrock).\n\nIf the end-bearing stratum is much stiffer than the overlying soil layer (Young\u2019s modulus of the bedrock Eb<\/sub><\/em> is much larger than the Young\u2019s modulus of the soil layer around the pile shaft Es<\/sub><\/em>) then we can use Figure 6.71<\/a> to estimate the pile head stiffness factor Ib<\/sub><\/em>, and subsequently the elastic settlement of a single end bearing pile \u03c1<\/em>e<\/sub> for given serviceability load Qw<\/sub><\/em>. The curves plotted in Figure 6.71<\/a> correspond to the two extreme values of soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.5 and vs<\/sub><\/em> = 0. Again, the effect of soil Poisson's ratio on pile settlements is not particularly prominent.\n\n[caption id=\"attachment_552\" align=\"aligncenter\" width=\"450\"]\"Graph Figure 6.71. Pile head stiffness factor \u0399b<\/sub><\/em> for estimating settlement of an end-bearing pile in homogeneous soil underlaid by rigid bedrock (after Poulos and Davis 1991).[\/caption]\n

The compressibility of the bedrock will have an effect on the predicted settlement of end-bearing piles, particularly for short piles (low L<\/em>\/D<\/em> values) when significant portion of the serviceability load will actually be transferred to the pile toe. Figure 6.72<\/a> below presents the effect that the stiffness of the bedrock has on end bearing pile settlement. To compute the settlement of an end bearing pile on the basis on Figure 6.72<\/a>, we assume first that the total load is transferred through shaft friction, and estimate the pile settlement \u03c1<\/em>e,friction<\/sub> as:<\/p>\n\n\n[caption id=\"attachment_552\" align=\"aligncenter\" width=\"450\"]\"Graph Figure 6.72. Relative settlement of end-bearing pile and friction pile. Results for relative pile stiffness Kp<\/sub><\/em> = 1000 (after Poulos 1989).[\/caption]\n\n(6.95)<\/strong> [latex]{\\rho _{e,friction}} = \\dfrac{{{Q_w}}}{{{E_s}D}}{I_s}[\/latex]\n\nwhere Is<\/sub><\/em> is read from Figure 6.66<\/a>. Then, using Figure 6.72<\/a>, we can estimate the settlement of the end bearing pile, as a function of the pile slenderness (L\/D) <\/em>and the ratio of the Young\u2019s modulus of the end bearing layer Eb<\/sub><\/em> over the Young\u2019s modulus of the overlying soil layer(s) Es<\/sub><\/em>. Figure 6.72<\/a> presents results for typical relative pile stiffness Kp<\/sub><\/em> = 1000.\n\nNotice in Figure 6.72<\/a> that the settlement of slender piles (L\/D <\/em>> 50) is not influenced significantly by the compressibility of the bearing stratum. In other words, if we seek to reduce the settlement of a relatively long pile, it is preferable to increase its diameter or stiffness, rather than increasing its length to found its toe on a deep, stiff layer.\n\n

\n\n

6.19.4 Estimation of settlement of compressible end bearing piles in layered soil<\/h2>\nIt has been discussed earlier that estimating settlement of a pile in layered soil with methods developed for uniform soil conditions along the pile shaft may lead to inaccurate predictions, even when a weighted average soil modulus in considered in the analysis. This problem has been tackled by Zheng et al.<\/em> (2024), who developed an elasticity method for predicting settlement of end bearing piles resting on rigid bedrock (Eb<\/sub><\/em> = infinite) driven through soil that consists of two soil layers that feature different properties. The problem they considered is depicted in Figure 6.73<\/a>.\n\n[caption id=\"attachment_552\" align=\"aligncenter\" width=\"400\"]\"Schematic Figure 6.73. Schematic of a cylindrical end-bearing pile embedded in layered soil, underlain by incompressible bedrock.[\/caption]\n\nZheng et al.<\/em> produced charts that provide the dimensionless pile head stiffness Qw<\/sub><\/em>\/Ep<\/sub>D<\/em>\u03c1<\/em>e<\/sub> as function of the modulus of the pile Ep<\/sub><\/em>, the moduli of the soil layers Es<\/sub><\/em>1<\/sub> and Es<\/sub><\/em>2<\/sub>, pile slenderness L<\/em>\/D,<\/em> and the thickness of the soil layers h<\/em>1<\/sub> and h<\/em>2<\/sub>. These charts are presented in Figures 6.74<\/a> and 6.75<\/a>, and can be used to directly estimate settlement of end-bearing piles for any serviceability load Qw<\/sub><\/em>. The results presented in the mentioned figures demonstrate that the role of top layer to pile head stiffness (thus pile settlement) is more important than the role of the bottom layer. Thus, using a weighted average soil modulus (Eq. 6.94) together with homogeneous soil models may lead to inaccurate settlement predictions when the surficial soil layer is stiffer than the underlying soft soil. On the other hand, considering a weighted average soil modulus may be a reasonable approximation if soil stiffness increases with depth, for example for piles in sand.\n\n[caption id=\"attachment_552\" align=\"aligncenter\" width=\"1024\"]\"SixEs2. The figure on the bottom left corresponds to Ep\/Es1 = 5000 and vs = 0.3. The figure on the bottom mid corresponds to Ep\/Es1 = 1000 and vs = 0.3. The figure on the bottom right corresponds to Ep\/Es1 = 100 and vs = 0.3. The figures on the bottom row contain multiple curves, each one for different Es2\/Es1 value and Es2 >Es1. \" width=\"1024\" height=\"696\"> Figure 6.74. Head stiffness of an end-bearing pile embedded in two soil layers of equal thickness h1<\/sub><\/em> = h2<\/sub><\/em>. Results for soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.3 (Zheng et al<\/em>. 2024).[\/caption]\n\n[caption id=\"attachment_552\" align=\"aligncenter\" width=\"1024\"]\"Six Figure 6.75. Head stiffness of an end-bearing pile embedded in two soil layers of varying thickness. Results for \u201cstiff\u201d crust (Es1<\/sub><\/em>=5Es2<\/sub><\/em>, top) and \u201csoft\u201d crust (Es2<\/sub><\/em>=5Es1<\/sub><\/em>, top) and soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.3 (Zheng et al<\/em>. 2024).[\/caption]","rendered":"

State-of-practice methods for predicting settlement of single piles (driven piles or drilled shafts) are still very much based on simplified mathematical models of piles and their surrounding soil. Predictions of such models for typical pile\/soil parameter combinations are often compiled by authors of relevant publications into \u201cdesign charts\u201d, to relieve users from\u00a0the onerous task of programming the rather convoluted expressions. The vast majority of such mathematical models are based on the theory of elasticity, and as such require adopting a series of assumptions, the main of which is that both pile and soil behave as linear elastic, and no separation (slippage) takes place at the soil-pile interface. Comparison of model predictions with measurements obtained during field tests has proven that these assumptions are reasonably accurate under serviceability conditions, when the load acting on the pile head is relatively low, and non-linearity effects can be ignored. Of course today it is relatively straightforward to numerically model a single pile subjected to an axial compressive load (see Examples 6.3<\/a> and 6.4<\/a>), thus obtain direct estimates of settlement without being limited to specific combinations of parameters for which the design charts have been prepared for, while non-linear soil behaviour and slippage at the soil-pile interface can certainly be accounted for even in simple models. This however has not rendered simplified methods obsolete.<\/p>\n

It is important to keep in mind that, as settlement is estimated while considering serviceability loads, we may assume that the full serviceability load Qw<\/sub><\/em> is transferred through skin friction when the skin friction resistance Qsf<\/sub><\/em> is higher than the serviceability load:<\/em><\/p>\n

(6.90)<\/strong> [latex]{\\rm{if\\: }}{Q_w} < {Q_{sf}}{\\rm{ \\:then \\:}}{Q_{sfw}} = {Q_w}{\\rm{ \\:and \\:}}{Q_{bw}} = 0[\/latex]\n\nIf the serviceability load Qw<\/sub><\/em> is higher than the available skin friction resistance Qsf<\/sub><\/em>, then we can effectively assume that the load transferred along the pile shaft through friction under serviceability conditions Qsfw<\/sub><\/em> is equal to the skin friction resistance Qsf<\/sub><\/em>. The remaining of the load Qbw<\/sub><\/em> is transferred to the pile toe:<\/p>\n

(6.91)<\/strong> [latex]{\\rm{if \\:}}{Q_w} > {Q_{sf}}{\\rm{ \\:then \\:}}{Q_{sfw}} = {Q_{sf}}{\\rm{ \\:and \\:}}{Q_{bw}} = {Q_w} - {Q_{sf}}[\/latex]<\/p>\n

In other words, the skin friction resistance of the pile is fully mobilised before any load is transferred to its toe.<\/p>\n

As the serviceability load is transferred from a pile to the soil predominantly via friction at the soil pile-interface, with little change in the normal stress, the bulk of settlement of a single pile will develop immediately after the load is applied (immediate, or elastic settlement).<\/em> Consolidation settlement is of the order of 15% of the total settlement for individual piles driven through saturated clay, and generally is not explicitly calculated.<\/p>\n

The methods presented in the following for the calculation of immediate settlement of single piles consider compressible piles, hence elastic shortening \u03c1<\/em>s<\/em><\/sub> is inherently considered in the analysis.<\/p>\n

\n

6.19.1 Estimation of settlement of compressible friction piles in homogeneous soil<\/h2>\n

Poulos (1989) describes elasticity-based solutions for predicting settlement of a single cylindrical friction pile embedded in a homogeneous elastic soil layer of infinite thickness. Under these conditions, settlement of a single friction pile \u03c1e<\/sub><\/em> (the subscript e<\/sub> refers to elastic settlement, that will develop immediately after application of the load) can be calculated as:<\/p>\n

(6.92<\/strong>) [latex]{\\rho _e} = \\dfrac{{{Q_w}}}{{{E_s}D}}{I_s}[\/latex]<\/p>\n

where Qw<\/sub><\/em> is the serviceability load applied at the pile head, D<\/em> is the diameter of the pile and Es<\/sub><\/em> is the Young\u2019s modulus of the soil layer. The factor Is<\/sub><\/em>, which actually is the inverse of the dimensionless vertical stiffness of the pile head (vertical stiffness = axial load\/vertical settlement Q<\/em>\/\u03c1<\/em>), can be estimated from Figure 6.66<\/a>. It depends on the ratio of the Young\u2019s modulus of the pile Ep<\/sub><\/em> over the (drained E\u2032<\/em>\u00a0or undrained Eu<\/sub><\/em> depending on the soil type) Young\u2019s modulus of the soil Es<\/sub><\/em>. Note that the original solutions by Poulos consider undrained incompressible soil (Poisson\u2019s ratio vs<\/sub><\/em> = 0.5) therefore, strictly speaking, Figure 6.66<\/a> is applicable only to piles in clay and Es <\/sub><\/em>= Eu<\/sub><\/em>. However, it is common to use this chart for piles in drained soil too, as the effect of the Poisson\u2019s ratio of soil on pile settlement is not particularly prominent. This is demonstrated later in this Chapter.<\/p>\n

\"Graph
Figure 6.66. Pile head stiffness factor \u0399s<\/sub><\/em> for estimating settlement of a friction pile in homogeneous soil of infinite thickness (after Poulos 1989).<\/figcaption><\/figure>\n

Note here that in case the pile is not solid (i.e., is a hollow cylindrical pipe pile), the moduli ratio or relative pile material stiffness Kp<\/sub><\/em> = Ep<\/sub><\/em>\/Es<\/sub><\/em> should be calculated as:<\/p>\n

(6.93)<\/strong> [latex]{K_p} = \\dfrac{{{E_p}}}{\\begin{array}{l}{E_s}{\\rm{ }}\\end{array}}\\left( {\\dfrac{{{\\rm{Area \\:of \\:pile \\:section}}}}{{\\dfrac{{\\pi {D^2}}}{4}}}} \\right)[\/latex]<\/p>\n

In the special case of a solid pile it is Kp<\/sub><\/em> = Ep<\/sub><\/em>\/Es<\/sub><\/em>. In lack of a more accurate (and equally simple) solution, if the soil\u2019s Young modulus is not uniform along the length of the pile, a weighted average can be used together with Eq. 6.92 as (Figure 6.67<\/a>):<\/p>\n

(6.94)<\/strong> [latex]{E_{s,av}} = \\dfrac{{{E_{s,1}}{L_1} + {E_{s,2}}{L_2} + {E_{s,3}}{L_3} + ...}}{{{L_1} + {L_2} + {L_3} + ...}}[\/latex]<\/p>\n

\"Schematic
Figure 6.67. Estimation of a weighted average soil Young\u2019s modulus, to be used in pile settlement calculations.<\/figcaption><\/figure>\n

Cases where considering a weighted average soil modulus is reasonable and cases where it can lead to important error in the estimation of settlement are discussed in the following.<\/p>\n

\n

6.19.2 Estimation of settlement of compressible friction piles in homogeneous soil of finite thickness<\/h2>\n

One important drawback of the method presented above is that the thickness of the foundation stratum is assumed infinite. This cannot be the case in practice, thus Poulos\u2019 method will result in overestimating settlement if the bedrock is found at relatively shallow depth. A rigorous elasticity method applicable to cylindrical friction piles embedded in a homogeneous soil layer of finite thickness has been recently proposed by Zheng et al.<\/em> (2023). A schematic of the problem considered by Zheng et al.<\/em> is shown in Figure 6.68<\/a>. The friction pile features diameter D<\/em> and length L<\/em> and is embedded in a soil layer of finite thickness H<\/em>. The method explicitly accounts for the Poisson\u2019s ratio of soil, and is applicable to both drained (e.g., soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.3 and soil modulus Es <\/sub><\/em>= E\u2032<\/em>) and undrained conditions (soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.5 and soil modulus Es <\/sub><\/em>= Eu<\/sub><\/em>).<\/p>\n

Figures 6.69<\/a> and 6.70<\/a> provide the dimensionless pile head stiffness Qw<\/sub><\/em>\/Es<\/sub>D<\/em>\u03c1e<\/sub><\/em> as function of the Poisson\u2019s ratio of soil vs<\/sub><\/em>, the moduli ratio Ep<\/sub><\/em>\/Es<\/sub><\/em> or Kp <\/sub><\/em>for non-solid piles (Eq. 6.93), the pile slenderness L<\/em>\/D<\/em> and the dimensionless thickness of the soil layer H<\/em>\/D<\/em>. When H<\/em>\/D<\/em> = inf<\/em> Figures 6.69<\/a> and 6.70<\/a> provide identical results to the Poulos (1989) method. Comparison of Figures 6.69<\/a> and 6.70<\/a> confirms that the Poisson\u2019s ratio of soil does not significantly affect pile settlement, as stated earlier.<\/p>\n

\"image\"
L) and features Young’s modulus Es and Poisson’s ratio vs. The soil layer is underlaid by incompressible rock.” width=”350″ height=”330″> Figure 6.68. Schematic of a cylindrical friction pile embedded in a soil layer of finite thickness, underlain by incompressible bedrock.<\/figcaption><\/figure>\n
\"Three
Figure 6.69. Pile head stiffness of a friction pile embedded in a soil layer of finite thickness. Results for soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.3 (Zheng et al<\/em>. 2023).<\/figcaption><\/figure>\n
\"Three
Figure 6.70. Pile head stiffness of a friction pile embedded in a soil layer of finite thickness. Results for soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.5 (Zheng et al<\/em>. 2023).<\/figcaption><\/figure>\n
\n

6.19.3 Estimation of settlement of compressible end bearing piles in homogeneous soil<\/h2>\n

Poulos and Davis (1991) describe a method for calculating settlement of end-bearing compressible cylindrical piles embedded in a uniform elastic soil layer of thickness equal to the pile length L<\/em>, underlaid by rigid end-bearing stratum (bedrock).<\/p>\n

If the end-bearing stratum is much stiffer than the overlying soil layer (Young\u2019s modulus of the bedrock Eb<\/sub><\/em> is much larger than the Young\u2019s modulus of the soil layer around the pile shaft Es<\/sub><\/em>) then we can use Figure 6.71<\/a> to estimate the pile head stiffness factor Ib<\/sub><\/em>, and subsequently the elastic settlement of a single end bearing pile \u03c1<\/em>e<\/sub> for given serviceability load Qw<\/sub><\/em>. The curves plotted in Figure 6.71<\/a> correspond to the two extreme values of soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.5 and vs<\/sub><\/em> = 0. Again, the effect of soil Poisson’s ratio on pile settlements is not particularly prominent.<\/p>\n

\"Graph
Figure 6.71. Pile head stiffness factor \u0399b<\/sub><\/em> for estimating settlement of an end-bearing pile in homogeneous soil underlaid by rigid bedrock (after Poulos and Davis 1991).<\/figcaption><\/figure>\n

The compressibility of the bedrock will have an effect on the predicted settlement of end-bearing piles, particularly for short piles (low L<\/em>\/D<\/em> values) when significant portion of the serviceability load will actually be transferred to the pile toe. Figure 6.72<\/a> below presents the effect that the stiffness of the bedrock has on end bearing pile settlement. To compute the settlement of an end bearing pile on the basis on Figure 6.72<\/a>, we assume first that the total load is transferred through shaft friction, and estimate the pile settlement \u03c1<\/em>e,friction<\/sub> as:<\/p>\n

\"Graph
Figure 6.72. Relative settlement of end-bearing pile and friction pile. Results for relative pile stiffness Kp<\/sub><\/em> = 1000 (after Poulos 1989).<\/figcaption><\/figure>\n

(6.95)<\/strong> [latex]{\\rho _{e,friction}} = \\dfrac{{{Q_w}}}{{{E_s}D}}{I_s}[\/latex]<\/p>\n

where Is<\/sub><\/em> is read from Figure 6.66<\/a>. Then, using Figure 6.72<\/a>, we can estimate the settlement of the end bearing pile, as a function of the pile slenderness (L\/D) <\/em>and the ratio of the Young\u2019s modulus of the end bearing layer Eb<\/sub><\/em> over the Young\u2019s modulus of the overlying soil layer(s) Es<\/sub><\/em>. Figure 6.72<\/a> presents results for typical relative pile stiffness Kp<\/sub><\/em> = 1000.<\/p>\n

Notice in Figure 6.72<\/a> that the settlement of slender piles (L\/D <\/em>> 50) is not influenced significantly by the compressibility of the bearing stratum. In other words, if we seek to reduce the settlement of a relatively long pile, it is preferable to increase its diameter or stiffness, rather than increasing its length to found its toe on a deep, stiff layer.<\/p>\n

\n

6.19.4 Estimation of settlement of compressible end bearing piles in layered soil<\/h2>\n

It has been discussed earlier that estimating settlement of a pile in layered soil with methods developed for uniform soil conditions along the pile shaft may lead to inaccurate predictions, even when a weighted average soil modulus in considered in the analysis. This problem has been tackled by Zheng et al.<\/em> (2024), who developed an elasticity method for predicting settlement of end bearing piles resting on rigid bedrock (Eb<\/sub><\/em> = infinite) driven through soil that consists of two soil layers that feature different properties. The problem they considered is depicted in Figure 6.73<\/a>.<\/p>\n

\"Schematic
Figure 6.73. Schematic of a cylindrical end-bearing pile embedded in layered soil, underlain by incompressible bedrock.<\/figcaption><\/figure>\n

Zheng et al.<\/em> produced charts that provide the dimensionless pile head stiffness Qw<\/sub><\/em>\/Ep<\/sub>D<\/em>\u03c1<\/em>e<\/sub> as function of the modulus of the pile Ep<\/sub><\/em>, the moduli of the soil layers Es<\/sub><\/em>1<\/sub> and Es<\/sub><\/em>2<\/sub>, pile slenderness L<\/em>\/D,<\/em> and the thickness of the soil layers h<\/em>1<\/sub> and h<\/em>2<\/sub>. These charts are presented in Figures 6.74<\/a> and 6.75<\/a>, and can be used to directly estimate settlement of end-bearing piles for any serviceability load Qw<\/sub><\/em>. The results presented in the mentioned figures demonstrate that the role of top layer to pile head stiffness (thus pile settlement) is more important than the role of the bottom layer. Thus, using a weighted average soil modulus (Eq. 6.94) together with homogeneous soil models may lead to inaccurate settlement predictions when the surficial soil layer is stiffer than the underlying soft soil. On the other hand, considering a weighted average soil modulus may be a reasonable approximation if soil stiffness increases with depth, for example for piles in sand.<\/p>\n

\"image\"
Es2. The figure on the bottom left corresponds to Ep\/Es1 = 5000 and vs = 0.3. The figure on the bottom mid corresponds to Ep\/Es1 = 1000 and vs = 0.3. The figure on the bottom right corresponds to Ep\/Es1 = 100 and vs = 0.3. The figures on the bottom row contain multiple curves, each one for different Es2\/Es1 value and Es2 >Es1. ” width=”1024″ height=”696″> Figure 6.74. Head stiffness of an end-bearing pile embedded in two soil layers of equal thickness h1<\/sub><\/em> = h2<\/sub><\/em>. Results for soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.3 (Zheng et al<\/em>. 2024).<\/figcaption><\/figure>\n
\"Six
Figure 6.75. Head stiffness of an end-bearing pile embedded in two soil layers of varying thickness. Results for \u201cstiff\u201d crust (Es1<\/sub><\/em>=5Es2<\/sub><\/em>, top) and \u201csoft\u201d crust (Es2<\/sub><\/em>=5Es1<\/sub><\/em>, top) and soil Poisson\u2019s ratio vs<\/sub><\/em> = 0.3 (Zheng et al<\/em>. 2024).<\/figcaption><\/figure>\n","protected":false},"author":1,"menu_order":26,"template":"","meta":{"pb_show_title":"","pb_short_title":"6.19 Immediate settlement of single piles","pb_subtitle":"","pb_authors":[],"pb_section_license":""},"chapter-type":[],"contributor":[],"license":[],"class_list":["post-555","chapter","type-chapter","status-publish","hentry"],"part":421,"_links":{"self":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapters\/555","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapters"}],"about":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/types\/chapter"}],"author":[{"embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/users\/1"}],"version-history":[{"count":1,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapters\/555\/revisions"}],"predecessor-version":[{"id":556,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapters\/555\/revisions\/556"}],"part":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/parts\/421"}],"metadata":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapters\/555\/metadata\/"}],"wp:attachment":[{"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/media?parent=555"}],"wp:term":[{"taxonomy":"chapter-type","embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/pressbooks\/v2\/chapter-type?post=555"},{"taxonomy":"contributor","embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/contributor?post=555"},{"taxonomy":"license","embeddable":true,"href":"https:\/\/libraryresources.nse.org.ng\/fundamentalsoffoundationengineering\/wp-json\/wp\/v2\/license?post=555"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}