| Title: | Geotechnical Engineering |
| Date: | 2026-10-30 |
| Version: | 1.0.1 |
| Description: | A compilation of functions for performing calculations and creating plots that commonly arise in geotechnical engineering and soil mechanics. The types of calculations that are currently included are: (1) phase diagrams and index parameters, (2) grain-size distributions, (3) plasticity, (4) soil classification, (5) compaction, (6) groundwater, (7) subsurface stresses (geostatic and induced), (8) Mohr circle analyses, (9) consolidation settlement and rate, (10) shear strength, (11) bearing capacity, (12) lateral earth pressures, (13) slope stability, and (14) subsurface explorations. Geotechnical engineering students, educators, researchers, and practitioners will find this package useful. |
| License: | GPL-3 |
| Imports: | graphics, stats |
| Suggests: | spelling |
| NeedsCompilation: | no |
| Language: | en-US |
| Encoding: | UTF-8 |
| RoxygenNote: | 7.3.3 |
| Author: | James Kaklamanos [aut], Kyle Elmy [aut], Irucka Embry [cre] |
| Maintainer: | Irucka Embry <iembry@ecoccs.com> |
| Packaged: | 2026-10-30 03:20:21 UTC; xbyri |
| Repository: | CRAN |
| Date/Publication: | 2026-10-30 10:20:02 UTC |
geotech: Geotechnical Engineering
Description
geotech is a compilation of functions for performing calculations and creating plots that commonly arise in geotechnical engineering and soil mechanics. The types of calculations that are currently included are: (1) phase diagrams and index parameters, (2) grain-size distributions, (3) plasticity, (4) soil classification, (5) compaction, (6) groundwater, (7) subsurface stresses (geostatic and induced), (8) Mohr circle analyses, (9) consolidation settlement and rate, (10) shear strength, (11) bearing capacity, (12) lateral earth pressures, (13) slope stability, and (14) subsurface explorations. Geotechnical engineering students, educators, researchers, and practitioners will find this package useful.
Author(s)
Maintainer: Irucka Embry iembry@ecoccs.com
Authors:
James Kaklamanos
Kyle Elmy
A-Line (Plasticity)
Description
Calculates the A-line on Casagrande's plasticity chart. 1 December 2015
Usage
A.line(LL)
Arguments
LL |
= Liquid Limit (percent) |
Value
The plasticity index corresponding to the A-line on Casagrande's plasticity chart
Note
Either PL or PI must be specified
Author(s)
Kyle Elmy and Jim Kaklamanos
AASHTO Soil Classification (AASHTO Group Classification)
Description
Classifies soil using the American Association of State Highway and Transportation Officials (AASHTO) Soil Classification System. Inorganic soil classification using the AASHTO method. 1 December 2015
Usage
AASHTO(
sieve = NA,
size = NA,
percent = NA,
metric = NA,
p10 = NA,
p40 = NA,
p200 = NA,
LL = NA,
PL = NA,
PI = NA,
NP = NA
)
Arguments
sieve |
= vector of sieve numbers (according to ASTM D422) in grain-size distribution [Grain-size parameter] |
size |
= vector of grain sizes (in or mm) in distribution [Grain-size parameter] |
percent |
= vector of percent passing in grain-size distribution [Grain-size parameter] |
metric |
= logical variable for grain-size distribution: TRUE for metric units (mm), FALSE for English units (in); only required if "size" is supplied [Grain-size parameter] |
p10 |
= percent passing #10 sieve [Grain-size parameter] |
p40 |
= percent passing #40 sieve [Grain-size parameter] |
p200 |
= percent passing #200 sieve [Grain-size parameter] |
LL |
= liquid limit (percent) [Plasticity parameter] |
PL |
= plastic limit (percent) [Plasticity parameter] |
PI |
= plasticity index (percent) [Plasticity parameter] |
NP |
= logical variable indicating whether the soil is nonplastic (TRUE or FALSE) [Plasticity parameter] |
Value
AASHTO group classification
Note
For the grain-size data, one of three following pieces of data must be specified: 1. Sieve numbers (sieve); and percent passing 2. Grain sizes (size); and percent passing 3. p10, p40, p200 If sieve data are specified, for sieves larger than the no. 4 sieve, the user should specify the sieve size in inches (e.g., 3/8, 3/4, 1, 1.5, 2, 3, etc.) If sieve or size data are specified, this function assumes that the no. 10, 40, and 200 sieves have been used. For the plasticity data, one of three following pieces of data must be specified: 1. LL and PL 2. LL and PI 3. NP (if the soil is nonplastic) To obtain the group index using the AASHTO method, use the GI function.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
AASHTO(p10 = 51, p40 = 30, p200 = 15, LL = 40, PI = 10)
D-Size (Grain-Size Distributions)
Description
Calculates the diameter size. 1 December 2015
Usage
Dsize(N, sieve = NA, size = NA, percent, metric)
Arguments
N |
= the percent corresponding to the desired D-size |
sieve |
= vector of sieve numbers (according to ASTM D422) that make up the grain-size distribution |
size |
= vector of grain sizes (in or mm) of the distribution |
percent |
= vector of percent passing of the grain-size distribution |
metric |
= logical variable: TRUE for metric units (mm), FALSE for English units (in) |
Value
The grain size corresponding to a certain percent finer (N), given a grain-size distribution
Note
For sieves larger than the no. 4 sieve, the user should specify the sieve size in inches (e.g., 3/8, 3/4, 1, 1.5, 2, 3, etc.) Either sieve numbers OR grain sizes must be provided. The "metric" variable is only required if sieve numbers are provided. The function uses logarithmic interpolation to calculate the D-size from the provided grain-size distribution Log-linear extrapolation is used for grain sizes beyond the range of the data, and a warning is provided
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
sieve.example <- c(3/8, 4, 10, 20, 40, 140, 200)
percent.example <- c(95.72, 90.23, 81.49, 66.36, 50.00, 8.51, 4.82)
Dsize(N = 50, sieve = sieve.example, percent = percent.example, metric = TRUE)
Slope Stability (Infinite Slope Analysis)
Description
Determines the slope stability using the infinite slope analysis. 1 January 2016
Usage
FSinf(c, phi, gamma, gammaW = NA, alpha, D, zw, metric)
Arguments
c |
= soil cohesion [Soil parameter] |
phi |
= soil friction angle (degrees) [Soil parameter] |
gamma |
= soil unit weight [Soil parameter] |
gammaW |
= unit weight of water (default = 62.4 pcf for English units; 9.81 kN/m^3 for metric units) [Soil parameter] |
alpha |
= slope angle (degrees) [Slope geometry] |
D |
= depth to failure plane [Slope geometry] |
zw |
= distance of groundwater table above failure plane (use 0 for a dry slope and D for a submerged slope with parallel seepage) [Slope geometry] |
metric |
= logical variable: TRUE (for metric units: kN/m^3) or FALSE (for English units: pcf) [this is needed if gammaW is unspecified] [Units] |
Value
Factor of safety against shear failure on slopes using infinite slope analyses
Note
Assumptions of infinite slope analyses include (Coduto et al., 2011): 1. The slope face is planar and of infinite extent. 2. The failure surface is parallel to the slope face. 3. Vertical columns of equal dimensions through the slope are identical.
Author(s)
Jim Kaklamanos and Kyle Elmy
Slope Stability (Planar Failure Analysis)
Description
Determines the slope stability using the planar failure analysis. 1 January 2016
Usage
FSplanar(c, phi, alpha, L, W, u)
Arguments
c |
= soil cohesion [Soil parameters] |
phi |
= soil friction angle [Soil parameters] |
alpha |
= angle of failure plane (degrees) [Slope geometry] |
L |
= length of failure plane [Slope geometry] |
W |
= weight of slope per unit width [Slope geometry] |
u |
= average pressure head on the failure plane [Slope geometry] |
Value
Factor of safety against shear failure on slopes with a planar failure surface
Note
Either English or metric units can be used, but they must be consistent.
Author(s)
Jim Kaklamanos and Kyle Elmy
AASHTO Group Index
Description
Calculate a soil's group index using the AASHTO method. 1 December 2015
Usage
GI(p200, LL, PL = NA, PI = NA)
Arguments
p200 |
= fines content, i.e. percent passing the #200 sieve (percent) |
LL |
= liquid limit (percent) |
PL |
= plastic limit (percent) |
PI |
= plasticity index (percent) |
Value
AASHTO group index (rounded to the nearest integer)
Note
Either PL or PI must be specified
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
GI(p200 = 48, LL = 45, PI = 21)
Coefficient of Lateral Earth Pressure (General)
Description
Calculates the general coefficient of lateral earth pressure. 1 October 2015
Usage
K(sigmax, sigmaz)
Arguments
sigmax |
= Horizontal effective stress |
sigmaz |
= Vertical effective stress |
Value
Coefficient of lateral earth pressure
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
K(sigmax = 50, sigmaz =90)
Rankine Active Earth Pressures (Lateral Earth Pressure)
Description
Calculates the active coefficient of lateral earth pressure. 1 October 2015
Usage
Ka(phi, beta = 0)
Arguments
phi |
= effective friction angle (deg) |
beta |
= angle of backfill (deg); default = 0 |
Value
Coefficient of lateral earth pressure (active)
Note
The Rankine theory requires that beta <= phi
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
Ka(phi = 30, beta = 10)
Coefficient of Lateral Earth Pressure at Rest
Description
Calculates the coefficient of lateral earth pressure at rest. 1 October 2015
Usage
Ko(phi, OCR = 1)
Arguments
phi |
= effective friction angle (deg) |
OCR |
= overconsolidation ratio (default = 1) |
Value
Coefficient of lateral earth pressure at rest
Note
For normally consolidated soil, the Jaky equation is used; for overconsolidated soil, the Mayne and Kulhawy equation is used.
Author(s)
Kyle Elmy and Jim Kaklamanos
Rankine Passive Earth Pressures (Lateral Earth Pressure)
Description
Calculates the passive coefficient of lateral earth pressure. 1 October 2015
Usage
Kp(phi, beta = 0)
Arguments
phi |
= effective friction angle (deg) |
beta |
= angle of backfill (deg); default = 0 |
Value
Coefficient of lateral earth pressure (passive)
Note
The Rankine theory requires that beta <= phi
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
Kp(phi = 30, beta = 10)
Liquidity Index (Plasticity)
Description
Calculates liquidity index from liquid limit, plastic limit, and in-situ moisture content. 1 December 2015
Usage
LI(w, LL, PL)
Arguments
w |
= in-situ moisture content (percent) |
LL |
= Liquid Limit (percent) |
PL |
= Plastic Limit (percent) |
Value
A two-element list composed of: LI = Liquidity index (percent) and descr = qualitative description of soil in its natural moisture state
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
LI(w = 55, PL = 20, LL = 50)
Liquid Limit (Plasticity)
Description
Calculate and plot a soil's liquid limit (LL) using the flow curve. 1 December 2015
Usage
LL(N, w, draw)
Arguments
N |
= vector of number of blows obtained from the liquid limit test |
w |
= vector of water contents (PERCENT, not decimal) |
draw |
= logical variable: TRUE if plot of flow curve is desired, FALSE to suppress the creation of the plot |
Value
Liquid limit (percent) and plot of soil's flow curve (optional)
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
LL(N = c(72, 37, 14), w = c(7, 15, 21), draw = TRUE)
# liquid limit analysis
Mohr Circle (Calculate)
Description
Calculates the Mohr circle. 1 October 2015
Usage
MohrCircle.calc(
sigmaX = NA,
sigmaZ = NA,
tauXZ = NA,
sigma1 = NA,
sigma3 = NA,
theta = seq(from = 0, to = 180, by = 1)
)
Arguments
sigmaX |
= normal stress acting in the horizontal direction |
sigmaZ |
= normal stress acting in the vertical direction |
tauXZ |
= shear stress acting on the same plane as sigmaX |
sigma1 |
= major principal stress |
sigma3 |
= minor principal stress |
theta |
= vector of angles (degrees); defaults to 0-180 in increments of 1 |
Value
A five-element list containing: C = center of Mohr circle, R = radius of Mohr circle, sigma = vector of normal stresses for Mohr circle, tau = vector of shear stresses for Mohr circle, and theta = vector of angles (deg)
Note
One of the following two sets of data must be entered: 1. sigmaX, sigmaZ, tauXZ 2. sigma1, sigma3 If theta is entered in conjunction with sigmaX, sigmaZ, and tauXZ, it is interpreted as the angle of inclination above the horizontal. If theta is entered in conjunction with the principal stresses, then it is interpreted as the angle of inclination above the major principal plane.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
MohrCircle.calc(sigmaX = 80, sigmaZ = 120, tauXZ = 20)
Mohr Circle (Plot)
Description
Plots the Mohr circle. 1 October 2015
Usage
MohrCircle.plot(
sigmaX = NA,
sigmaZ = NA,
tauXZ = NA,
sigma1 = NA,
sigma3 = NA,
metric = TRUE
)
Arguments
sigmaX |
= normal stress acting in the horizontal direction |
sigmaZ |
= normal stress acting in the vertical direction |
tauXZ |
= shear stress acting on the same plane as sigmaX |
sigma1 |
= major principal stress |
sigma3 |
= minor principal stress |
metric |
= logical variable: TRUE for metric units (kPa), and FALSE for English units |
Value
Plot of Mohr Circle
Note
One of the following two sets of data must be entered: 1. sigmaX, sigmaZ, tauXZ 2. sigma1, sigma3
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
MohrCircle.plot(sigmaX = 80, sigmaZ = 120, tauXZ = 20, metric = FALSE)
SPT Correction N160 for Site Exploration
Description
Provides the SPT correction: N1,60. 1 January 2016
Usage
N160(N60, sigma, metric)
Arguments
N60 |
= SPT N-value corrected for field procedures |
sigma |
= effective vertical stress at the depth of interest (psf or kPa) |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
Value
SPT blow count (N-value) corrected for field procedures and overburden pressure
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
# In English units
N160(N60 = 8, sigma = 1500, metric = FALSE)
# In SI units
N160(N60 = 8, sigma = 90, metric = TRUE)
SPT Correction N60 for Site Exploration
Description
Provides the SPT correction: N60. 1 January 2016
Usage
N60(N, Lr, Db, SS = TRUE, E = 0.6, metric)
Arguments
N |
= raw SPT N-value |
Lr |
= rod length (ft or m) |
Db |
= borehole diameter (in or mm) |
SS |
= logical variable: TRUE for standard sampler [default]; FALSE for sampler without liner |
E |
= hammer efficiency as a decimal (default: 0.60) |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
Value
SPT blow count (N-value) corrected for field procedures
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
N60(N = 11, Lr = 25, Db = 4, E = 0.50, SS = TRUE, metric = FALSE)
Bearing Capacity Factors (Nc)
Description
Calculates the bearing capacity factor Nc. 1 October 2015
Usage
Nc(phi, case = "general", method = "Terzaghi")
Arguments
phi |
= friction angle (degrees) |
case |
= "general" or "local" to indicate general or local shear failure ("general" is default) |
method |
= "Terzaghi" or "Vesic" ("Terzaghi" is default) |
Value
Bearing capacity factor (Nc) using either the Terzaghi or Vesic methods
Note
For local shear, the friction angle is reduced to a value equal to atan(2/3 * tan(phi)).
Author(s)
Kyle Elmy and Jim Kaklamanos
Bearing Capacity Factors (Ngamma)
Description
Calculates the bearing capacity factor Ngamma. 1 October 2015
Usage
Ngamma(phi, case = "general", method = "Terzaghi")
Arguments
phi |
= friction angle (degrees) |
case |
= "general" or "local" to indicate general or local shear failure ("general" is default) |
method |
= "Terzaghi" or "Vesic" ("Terzaghi" is default) |
Value
Bearing capacity factor (Ngamma) using either the Terzaghi or Vesic methods
Note
For local shear, the friction angle is reduced to a value equal to atan(2/3 * tan(phi)).
Author(s)
Kyle Elmy and Jim Kaklamanos
Bearing Capacity Factors (Nq)
Description
Calculates the bearing capacity factor Nq. 1 October 2015
Usage
Nq(phi, case = "general", method = "Terzaghi")
Arguments
phi |
= friction angle (degrees) |
case |
= "general" or "local" to indicate general or local shear failure ("general" is default) |
method |
= "Terzaghi" or "Vesic" ("Terzaghi" is default) |
Value
Bearing capacity factor (Nq) using either the Terzaghi or Vesic methods
Note
For local shear, the friction angle is reduced to a value equal to atan(2/3 * tan(phi)).
Author(s)
Kyle Elmy and Jim Kaklamanos
Plasticity Index
Description
Calculates plasticity index from liquid limit and plastic limit. 1 December 2015
Usage
PI(LL, PL)
Arguments
LL |
= Liquid Limit (percent) |
PL |
= Plastic Limit (percent) |
Value
A two-element list composed of: PI = Plasticity index (percent) and descr = qualitative description of soil
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
PI(LL=80, PL=30)
USCS Soil Classification
Description
This is a master function that calculates a soil's classification according to the Unified Soil Classification System (USCS). The functions A.line, USCS.coarse.symbol, and USCS.fine.symbol are called by this function. 1 December 2015
Usage
USCS(
pg = NA,
ps = NA,
pf = NA,
Cc = NA,
Cu = NA,
LL = NA,
PL = NA,
PI = NA,
sieve = NA,
size = NA,
percent = NA,
metric = NA
)
Arguments
pg |
= percent gravel (%) |
ps |
= percent sand (%) |
pf |
= percent fines (%) |
Cc |
= coefficient of curvature |
Cu |
= coefficient of uniformity |
LL |
= liquid limit |
PL |
= plastic limit |
PI |
= plasticity index |
sieve |
= vector of sieve numbers according to ASTM D422 for grain-size distribution |
size |
= vector of grain sizes (in or mm) in distribution |
percent |
= vector of percent passing (grain-size distribution) |
metric |
= logical variable: TRUE for metric units (mm), FALSE for English units (in) [only needed if grain sizes are provided] |
Value
A two-element list providing a soil's USCS group symbol and name symbol = USCS group symbol and name = USCS group name
Note
Data on the soil's grain-size distribution are required if the percent fines is less than or equal to 12 function: 1. Sieve numbers (sieve); and percent passing 2. Grain sizes (size); and percent passing 3. Percent components (pg, ps, pf) and coefficients of uniformity and curvature (Cc and Cu) Data on the soil's fines [either (a) LL and PL or (b) LL and PI] are required if the percent fines is greater than or equal to 5 If percent components are specified, then Cu and Cc are needed if pf < 85
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
USCS(pg = 15, ps = 34, pf = 51, Cc = 1, Cu = 4, LL = 40, PL = 10)
USCS Soil Classification (USCS Coarse-Grained Symbol)
Description
Classifies soil using the Unified Soil Classification System (USCS) using the coarse-grained symbol. 1 December 2015
Usage
USCS.coarse.symbol(pg, ps, pf, Cc, Cu, PI = NA, LL, PL)
Arguments
pg |
= percent gravel (%) |
ps |
= percent sand (%) |
pf |
= percent fines (%) |
Cc |
= coefficient of curvature |
Cu |
= coefficient of uniformity |
PI |
= plasticity index |
LL |
= liquid limit |
PL |
= plastic limit |
Value
A soil's USCS coarse-grained symbol
Note
Data on the soil's gradation (Cu and Cc) are required if the percent fines is less than or equal to 12 or (b) LL and PI] are required if the percent fines is greater than or equal to 5
Author(s)
Kyle Elmy and Jim Kaklamanos
USCS Soil Classification (USCS Fine-Grained Symbol)
Description
Classifies soil using the Unified Soil Classification System (USCS) using the fine-grained symbol. 1 December 2015
Usage
USCS.fine.symbol(LL, PL = NA, PI = NA)
Arguments
LL |
= Liquid Limit |
PL |
= Plastic Limit |
PI |
= Plasticity Index |
Value
A soil's fine-grained USCS symbol
Note
Either PL or PI must be provided.
Author(s)
Kyle Elmy and Jim Kaklamanos
Ultimate Bearing Capacity (Terzaghi)
Description
Calculates the ultimate bearing capacity from Terzaghi's simple theory. 1 October 2015
Usage
bearingCapacity(
phi,
c,
B,
L,
D,
Dw,
gamma,
gammaW = NA,
metric,
case = "general",
shape = "square"
)
Arguments
phi |
= effective friction angle (deg) |
c |
= effective cohesion (psf or kPa) |
B |
= foundation width (ft or m), or foundation diameter for circular footings |
L |
= foundation length (ft or m) |
D |
= Depth of foundation (ft or m) |
Dw |
= Depth of groundwater table below foundation base (ft or m) |
gamma |
= unit weight of soil (pcf of kN/m^3) |
gammaW |
= unit weight of water (default = 62.4 pcf for English units; 9.81 kN/m^3 for metric units) |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
case |
= "general" or "local" to indicate general or local shear failure ("general" is default) |
shape |
= "square", "rectangle", "circle", "strip" (or "continuous") |
Value
Bearing capacity (q_ult) from Terzaghi's simple theory (psf or kPa)
Note
Either SI or English units can be used, but must stay consistent. When specifying the length and width of rectangular foundations, L should be the longer of the two lengths. When the groundwater table is deep or unknown, set Dw >= D + B
Author(s)
Kyle Elmy and Jim Kaklamanos
Gross Bearing Pressure (Bearing Capacity)
Description
Calculates the footing gross bearing pressure. 1 October 2015
Usage
bearingPressure(P, B, L, D, Dw, metric, gammaW = NA, gammaC = NA)
Arguments
P |
= Vertical gross column load (lb or kN) |
B |
= foundation width (ft or m) |
L |
= foundation length (ft or m) |
D |
= Depth of foundation (ft or m) |
Dw |
= Depth of groundwater table below foundation base (ft or m) |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
gammaW |
= unit weight of water (default = 62.4 pcf for English units; 9.81 kN/m^3 for metric units) |
gammaC |
= unit weight of concrete (default = 150 pcf for English units; 23.6 kN/m^3 for metric units) |
Value
Gross bearing pressure of footing (psf or kPa)
Note
Either SI or English units can be used, but must stay consistent. When specifying the length and width, L should be the longer of the two lengths. For a continuous (strip) foundation, specify L = 1 and specify P as the load per unit length When the groundwater table is deep or unknown, set Dw >= D.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
bearingPressure(P = 1000, B = 2, L = 5, D = 6, Dw = 2, metric = FALSE)
Coefficients of Uniformity and Curvature (Grain-Size Distributions)
Description
Calculates the coefficients of uniformity and curvature. 1 December 2015
Usage
grainSize.coefs(percent, sieve = NA, size = NA, D10 = NA, D30 = NA, D60 = NA)
Arguments
percent |
= vector of percent passing |
sieve |
= vector of sieve numbers according to ASTM D422 |
size |
= vector of grain sizes |
D10 |
= D-sizes corresponding to 10 percent |
D30 |
= D-sizes corresponding to 30 percent |
D60 |
= D-sizes corresponding to 60 percent |
Value
A two-element list containing: Cu = Coefficient of uniformity (D60 / D10) and Cc = Coefficient of curvature (D30^2 / (D10 * D60))
Note
For sieves larger than the no. 4 sieve, the user should specify the sieve size in inches (e.g., 3/8, 3/4, 1, 1.5, 2, 3, etc.) The user has three options for input to this function: 1. Sieve numbers (sieve); and percent passing 2. Grain sizes (size); and percent passing 3. D10, D30, and D60; and percent passing
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
# Example 1
sieve.example <- c(3/8, 4, 10, 20, 40, 140, 200)
percent.example <- c(95.72, 90.23, 81.49, 66.36, 50.00, 8.51, 4.82)
grainSize.coefs(sieve = sieve.example, percent = percent.example)
# Example 2
grainSize.coefs(D60 = 0.10, D30 = 0.03, D10 = 0.002)
Grain-Size Plot
Description
Produces the grain-size plot. 1 December 2015
Usage
grainSize.plot(sieve = NA, size = NA, percent, metric)
Arguments
sieve |
= vector of sieve numbers according to ASTM D422 |
size |
= vector of grain sizes (in or mm) |
percent |
= vector of percent passing |
metric |
= logical variable: TRUE for metric units (mm), FALSE for English units (in) |
Value
Plot of soil's grain-size distribution
Note
For sieves larger than the no. 4 sieve, the user should specify the sieve size in inches (e.g., 3/8, 3/4, 1, 1.5, 2, 3, etc.) Either sieve numbers OR grain sizes must be provided.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
sieve.example <- c(3/8, 4, 10, 20, 40, 140, 200)
percent.example <- c(95.72, 90.23, 81.49, 66.36, 50.00, 8.51, 4.82)
grainSize.plot(sieve = sieve.example, percent = percent.example, metric =
TRUE)
Induced Stress Due to Area Load
Description
Computes the induced stress due to area load. 1 October 2015
Usage
induced.area(z, q, B, L = NA, shape)
Arguments
z |
= depth of interest |
q |
= applied pressure at ground surface |
B |
= width of loaded area |
L |
= length of loaded area (rectangular foundations only) |
shape |
= shape of loaded area (a string containing "circle", "square" , "strip", or "rectangle") #' |
Value
Induced vertical stress at the center of the loaded area
Note
Uses the approximate method.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
induced.area(z = 10, q = 1000, B = 3, shape = "square")
Induced Stress Due to Area Load: Profile
Description
Computes the vertical stress at a point. 1 October 2015
Usage
induced.area.profile(z = NA, q, B, L = NA, shape)
Arguments
z |
= vector of depths (default: 1-ft or 1-m increments, to a maximum depth of 50 ft or 50 m) |
q |
= applied pressure at ground surface |
B |
= width of loaded area |
L |
= length of loaded area (rectangular foundations only) |
shape |
= shape of loaded area (a string containing "circle", "square", "strip", or "rectangle") |
Value
A two-element list: depth = vector of depths and sigmaZ = vector of induced vertical stresses below center of the loaded area
Note
Uses the approximate method.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
induced.area.profile(q = 1000, B = 3, shape = "square")
Induced Stress Due to Point Load
Description
Computes the induced stress due to point load. 1 October 2015
Usage
induced.point(P, x, y, z, nu)
Arguments
P |
= point load |
x |
= horizontal distance from load in the X direction |
y |
= horizontal distance from load in the Y direction |
z |
= depth of interest |
nu |
= Poisson's ratio |
Value
A six-element list containing the induced stresses due to a point load following the Boussinesq method: sigmaX = induced horizontal stress in the x direction, sigmaY = induced horizontal stress in the y direction, sigmaZ = induced vertical stress, tauZX = induced shear stress on the ZX plane, tauYX = induced shear stress on the YX plane, tauYZ = induced shear stress on the YZ plane
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
induced.point(P = 100000, x = 5, y = 2, z = 6, nu = 0.35)
Induced Stress Due to Point Load: Profile
Description
Computes the induced stress due to point load: profile. 1 October 2015
Usage
induced.point.profile(P, x, y, z = NA, nu)
Arguments
P |
= point load |
x |
= horizontal distance from load in the X direction |
y |
= horizontal distance from load in the Y direction |
z |
= vector of depths of interest (default: 1-ft or 1-m increments, to a maximum depth of 50 ft or 50 m) |
nu |
= Poisson's ratio |
Value
A seven-element list containing seven vectors displaying the depth variation of induced stresses due to a point load following the Boussinesq method: depth = vector of depths, sigmaX = induced horizontal stress in the x direction, sigmaY = induced horizontal stress in the y direction, sigmaZ = induced vertical stress, tauZX = induced shear stress on the ZX plane, tauYX = induced shear stress on the YX plane, tauYZ = induced shear stress on the YZ plane
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
induced.point.profile(P = 100000, x = 5, y = 2, nu = 0.35)
Hydraulic Conductivity From Constant Head Test (Groundwater)
Description
Computes the hydraulic conductivity from the constant head test. 1 January 2016
Usage
kConstant(V, t, h, L, As = NA, Ds = NA)
Arguments
V |
= volume of water collected |
t |
= time of flow |
h |
= head difference between inflow and outflow |
L |
= length of soil sample |
As |
= cross-sectional area of the soil sample |
Ds |
= diameter of soil sample |
Value
Hydraulic conductivity from the constant head test
Note
Either English or metric units can be used, but they must be consistent. Either the area or the diameter of the soil sample need to be specified
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
kConstant(V = 800, t = 100, h = 200, As = 40, L = 50)
# k in units of cm/s
Hydraulic Conductivity From Falling Head Test (Groundwater)
Description
Computes the hydraulic conductivity from the falling head test. 1 January 2016
Usage
kFalling(h0, hf, t, L, As = NA, Ap = NA, Ds = NA, Dp = NA)
Arguments
h0 |
= head difference at beginning of test |
hf |
= head difference at end of test (h0 > hf) |
t |
= time of flow |
L |
= length of soil sample |
As |
= cross-sectional area of the soil sample |
Ap |
= cross-sectional area of the standpipe |
Ds |
= diameter of the soil sample |
Dp |
= diameter of the standpipe |
Value
Hydraulic conductivity from the falling head test
Note
Either English or metric units can be used, but they must be consistent. Either the areas (As and Ap) OR the diameters (Ds and Dp) need to be specified.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
kFalling(h0 = 12, hf = 2, L = 10, Ds = 20, Dp = 2, t = 100)
# k in units of cm/s
Hydraulic Conductivity From Pumping Tests (Groundwater)
Description
Computes the hydraulic conductivity from pumping tests. 1 January 2016
Usage
kPump(Q, H = NA, h1, h2, r1, r2)
Arguments
Q |
= flow rate into well |
H |
= thickness of aquifer |
h1 |
= total head in farthest observation well |
h2 |
= total head in nearest observation well |
r1 |
= radius from pumped well to farthest observation well |
r2 |
= radius from pumped well to nearest observation well |
Value
k = hydraulic conductivity of aquifer
Note
Datum for h0 and hf is the bottom of the aquifer. For unconfined aquifers, H > h1 (or specify as NA) For confined aquifers, H >= h2. For mixed aquifers (which start as confined prior to pumping and finish as unconfined after pumping is complete), H < h2.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
kPump(Q = 14.5, H = 10, h1 = 20, h2 = 16, r1 = 16, r2 = 8)
Equivalent Horizontal Hydraulic Conductivity (Groundwater)
Description
Computes the equivalent horizontal hydraulic conductivity. 1 January 2016
Usage
kx(thk, k)
Arguments
thk |
= vector of layer thicknesses |
k |
= vector of layer hydraulic conductivities |
Value
Equivalent horizontal hydraulic conductivity (kx) for layered soil deposits
Author(s)
Kyle Elmy and Jim Kaklamanos
Equivalent Vertical Hydraulic Conductivity (Groundwater)
Description
Computes the equivalent vertical hydraulic conductivity. 1 January 2016
Usage
kz(thk, k)
Arguments
thk |
= vector of layer thicknesses |
k |
= vector of layer hydraulic conductivities |
Value
Equivalent vertical hydraulic conductivity (kz) for layered soil deposits
logAxis Background Wrapper Function for Performing Calculations
Description
Performing background calculations for the log-based plots. 1 December 2015
Usage
logAxis(x = NA, y = NA, gridX = FALSE, gridY = FALSE)
Arguments
x |
= data for x-axis |
y |
= data for y-axis |
gridX |
= TRUE if gridlines in the horizontal directions are to be drawn; FALSE otherwise |
gridY |
= TRUE if gridlines in the vertical directions are to be drawn; FALSE otherwise |
Author(s)
Kyle Elmy and Jim Kaklamanos
logAxis Plot Background Function
Description
Plotting one axis at a time for the log-based plots. 1 December 2015
Usage
logAxis.plot(data, type, gridlines)
Arguments
data |
= vector of data values for plot; |
type |
= "x" for horizontal axis; "y" for vertical axis |
gridlines |
= vertical TRUE for vertical gridlines across plot; FALSE otherwise (default = FALSE) |
Note
Contains functions that are used to create the logarithmic and semilogarithmic plots that are used by other functions in the package.
Author(s)
Kyle Elmy and Jim Kaklamanos
Percent Components (Grain-Size Distributions)
Description
Calculates the percent components. 1 December 2015
Usage
percentComponents(sieve = NA, size = NA, percent, metric)
Arguments
sieve |
= vector of sieve numbers according to ASTM D422 |
size |
= vector of grain sizes (in or mm) |
percent |
= vector of percent passing |
metric |
= logical variable: TRUE for metric units (mm), FALSE for English units (in) |
Value
A three-element list containing: pg = Percent gravel, ps = Percent sand, and pf = Percent fines
Note
For sieves larger than the no. 4 sieve, the user should specify the sieve size in inches (e.g., 3/8, 3/4, 1, 1.5, 2, 3, etc.) Either sieve numbers OR grain sizes must be provided. This function assumes that the no. 4 and no. 200 sieves have been used.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
sieve.example <- c(3/8, 4, 10, 20, 40, 140, 200)
percent.example <- c(95.72, 90.23, 81.49, 66.36, 50.00, 8.51, 4.82)
percentComponents(sieve = sieve.example, percent = percent.example, metric =
TRUE)
Weight-Volume Parameters (Phase Diagrams and Index Parameters)
Description
Calculates a comprehensive list of index parameters from provided weights and volumes of a soil sample. 1 December 2015
Usage
phase.params(Ws, Ww, Vs, Vw, Va)
Arguments
Ws |
= weight of solids |
Ww |
= weight of water |
Vs |
= volume of solids |
Vw |
= volume of water |
Va |
= volume of air |
Value
The output is a ten-element list containing: w = water content (as decimal), S = degree of saturation (as decimal), e = void ratio (as decimal), n = porosity (as decimal), Gs = specific gravity, gammaT = total unit weight, gammaD = dry unit weight, gammaS = unit weight of solids, gammaW = unit weight of water, and gammaB = buoyant unit weight
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
phase.params(Ws = 75.8, Ww = 15.6, Vs = 0.45, Vw = 0.25, Va = 0.1)
Phase Diagrams Plot (Phase Diagrams and Index Parameters)
Description
Plots phase diagrams from weights (or masses) and volumes of a soil sample. 1 December 2015
Usage
phase.plot(Ws, Ww, Vs, Vw, Va, W.unit, V.unit, mass = FALSE)
Arguments
Ws |
= weight of solids |
Ww |
= weight of water |
Vs |
= volume of solids |
Vw |
= volume of water |
Va |
= volume of air |
W.unit |
= measurement unit of weights |
V.unit |
= measurement unit of volumes |
mass |
= logical variable: TRUE for masses or FALSE for weights (default) |
Value
Plot of phase diagram
Note
If any parameters are zero, please enter "0"; do not leave them blank. Plot is currently not to scale; may be edited in the future to allow this functionality.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
phase.plot(Ws = 75.8, Ww = 15.6, Vs = 0.45, Vw = 0.25, Va = 0.1, W.unit =
"lb", V.unit = "ft^3", mass = FALSE)
Casagrande's Plasticity Chart
Description
Plots the Casagrande's plasticity chart. 1 December 2015
Usage
plasticity.plot(LL, PL = NA, PI = NA)
Arguments
LL |
= Liquid Limit (percent) |
PL |
= Plastic Limit (percent) |
PI |
= Plasticity index (percent) |
Value
Plot of a soil's plasticity parameters on Casagrande's plasticity chart
Note
Either PL or PI must be specified
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
plasticity.plot(LL = 40, PL = 20)
Relative Density (Phase Diagrams and Index Parameters)
Description
Calculates the relative density. 1 December 2015
Usage
relDensity(e, emax, emin)
Arguments
e |
= void ratio |
emax |
= maximum void ratio |
emin |
= minimum void ratio |
Value
Relative density as a decimal
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
relDensity(e = 0.3, emax = 0.92, emin = 0.35)
Principal Stresses (Mohr Circle Analyses)
Description
Calculates the principal stresses. 1 October 2015
Usage
sigma13(sigmaX, sigmaZ, tauXZ)
Arguments
sigmaX |
= normal stress acting in the horizontal direction |
sigmaZ |
= normal stress acting in the vertical direction |
tauXZ |
= shear stress acting on the same plane as sigmaX |
Value
A four-element list containing: sigma1 = magnitude of major principal stress, sigma3 = magnitude of minor principal stress, theta1 = direction of major principal stress (deg), and theta3 = direction of minor principal stress (deg)
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
sigma13(sigmaX = 80, sigmaZ = 120, tauXZ = 20)
Stress Transformation (Mohr Circle Analyses)
Description
Computes the stress transformation. 1 October 2015
Usage
sigmaTrans(
theta,
sigmaX = NA,
sigmaZ = NA,
tauXZ = NA,
sigma1 = NA,
sigma3 = NA
)
Arguments
theta |
= angle of inclination (degrees) |
sigmaX |
= normal stress acting in the horizontal direction |
sigmaZ |
= normal stress acting in the vertical direction |
tauXZ |
= shear stress acting on the same plane as sigmaX |
sigma1 |
= major principal stress |
sigma3 |
= minor principal stress |
Value
A two-element list containing: sigma = normal stress on an inclined plane and tau = shear stress on an inclined plane
Note
In addition to theta, One of the following two sets of data must be entered: 1. sigmaX, sigmaZ, tauXZ 2. sigma1, sigma3 If theta is entered in conjunction with sigmaX, sigmaZ, and tauXZ, it is interpreted as the angle of inclination above the horizontal. If theta is entered in conjunction with the principal stresses, then it is interpreted as the angle of inclination above the major principal plane.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
sigmaTrans(sigmaX = 80, sigmaZ = 120, tauXZ = 20, theta = 78)
Horizontal Stress at a Point (Lateral Earth Pressure)
Description
Calculates the horizontal stress at a point. 1 October 2015
Usage
sigmaX(
gamma,
thk = NA,
depth = NA,
zw,
zout,
K,
gammaW = NA,
metric,
upper = TRUE
)
Arguments
gamma |
= vector of unit weights (pcf or kN/m^3) |
thk |
= vector of layer thicknesses (ft or m) |
depth |
= vector of layer bottom depths (ft or m) |
zw |
= depth of groundwater table (ft or m) |
zout |
= desired depth of output (ft or m): a single value |
K |
= vector of lateral earth pressure coefficients |
gammaW |
= unit weight of water (default = 62.4 pcf for English units; 9.81 kN/m^3 for metric units) |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
upper |
= logical variable to specify whether the upper (TRUE) or lower (FALSE) lateral earth pressure coefficient should be used, for the special case that zout corresponds to a layer interface |
Value
A three-element list containing: sigmaX.eff = effective horizontal stress, sigmaX.total = total horizontal stress, and u = pore water pressure
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
sigmaX(gamma = c(108, 116), depth = c(15, 40), zout = 18, K = c(0.34, 0.32),
zw = 15, metric = FALSE, upper = TRUE)
Horizontal Stress Plot (Lateral Earth Pressure)
Description
Draws the horizontal stress plot. 1 October 2015
Usage
sigmaX.plot(depth, sigmaX.eff, sigmaX.total = NA, u = NA, metric)
Arguments
depth |
= vector of depths (ft or m) |
sigmaX.eff |
= vector of effective stresses (psf or kPa) |
sigmaX.total |
= vector of total stresses (psf or kPa) |
u |
= vector of pore water pressures (psf or kPa) |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
Value
Plot of horizontal stress profile versus depth
Note
If sigmaX.total and u are left blank, the plot is only constructed for effective stress Once constructed, additional profiles may be added to this plot (for example, for induced stress or maximum past pressure)
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
# Site with constant unit weight = 100 pcf, GWT at 10 ft depth
temp <- sigmaX.profile(gamma = rep(100, 3), depth = c(10, 20, 30), K =
c(0.35, 0.30, 0.28), zw = 10, metric = FALSE)
depth <- temp$depth
sigmaTotal <- temp$sigmaX.total
u <- temp$u
sigmaEff <- temp$sigmaX.eff
sigmaX.plot(depth = depth, sigmaX.eff = sigmaEff, metric = FALSE,
sigmaX.total = sigmaTotal, u = u)
Horizontal Stress Profile (Lateral Earth Pressure)
Description
Calculates the horizontal stress profile. 1 October 2015
Usage
sigmaX.profile(
gamma,
thk = NA,
depth = NA,
K,
zw,
zout = NA,
gammaW = NA,
metric
)
Arguments
gamma |
= vector of unit weights (pcf or kN/m^3) |
thk |
= vector of layer thicknesses (ft or m) |
depth |
= vector of layer bottom depths (ft or m) |
K |
= vector of layers' lateral earth pressure coefficients |
zw |
= depth of groundwater table (ft or m) |
zout |
= desired depths of output (ft or m): defaults to critical locations in the profile (the top and bottom of the profile, layer interfaces, and the groundwater table) [recommended] |
gammaW |
= unit weight of water (default = 62.4 pcf for English units; 9.81 kN/m^3 for metric units) |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
Value
A four-element list containing four vectors: depth = depth, sigmaZ.eff = effective vertical stress, sigmaZ.total = total vertical stress, and u = pore water pressure
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
sigmaX.profile(gamma = c(108, 116), depth = c(15, 40), K = c(0.34, 0.32),
zw = 15, metric = FALSE)
Vertical Stress at a Point
Description
Computes the vertical stress at a point. 1 October 2015
Usage
sigmaZ(gamma, thk = NA, depth = NA, zw, zout, gammaW = NA, metric)
Arguments
gamma |
= vector of unit weights (pcf or kN/m^3) |
thk |
= vector of layer thicknesses (ft or m) |
depth |
= vector of layer bottom depths (ft or m) |
zw |
= depth of groundwater table (ft or m) |
zout |
= desired depth of output (ft or m): a single value |
gammaW |
= unit weight of water (default = 62.4 pcf for English units; 9.81 kN/m^3 for metric units) |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
Value
A three-element list containing: sigmaZ.eff = effective vertical stress, sigmaZ.total = total vertical stress, and u = pore water pressure
Note
Either layer thicknesses or depths to layer bottoms must be specified.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
sigmaZ(gamma = c(108, 116), depth = c(15, 40), zout = 18, zw = 15, metric =
FALSE)
Vertical Stress Plot
Description
Draws the vertical stress plot. 1 October 2015
Usage
sigmaZ.plot(depth, sigmaZ.eff, sigmaZ.total = NA, u = NA, metric)
Arguments
depth |
= vector of depths (ft or m) |
sigmaZ.eff |
= vector of effective stresses (psf or kPa) |
sigmaZ.total |
= vector of total stresses (psf or kPa) |
u |
= vector of pore water pressures (psf or kPa) |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
Value
Plot of vertical stress versus depth
Note
If sigmaZ.total and u are left blank, the plot is only constructed for effective stress Once constructed, additional profiles may be added to this plot (for example, for induced stress or maximum past pressure)
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
# Site with constant unit weight = 100 pcf, GWT at 10 ft depth
temp <- sigmaZ.profile(gamma = rep(100, 3), depth = c(10, 20, 30), zw = 10,
metric = FALSE)
depth <- temp$depth
sigmaTotal <- temp$sigmaZ.total
u <- temp$u
sigmaEff <- temp$sigmaZ.eff
sigmaZ.plot(depth = depth, sigmaZ.eff = sigmaEff,
metric = FALSE, sigmaZ.total = sigmaTotal, u = u)
Vertical Stress Profile
Description
Computes the vertical stress profile. 1 October 2015
Usage
sigmaZ.profile(gamma, thk = NA, depth = NA, zw, zout = NA, gammaW = NA, metric)
Arguments
gamma |
= vector of unit weights (pcf or kN/m^3) |
thk |
= vector of layer thicknesses (ft or m) |
depth |
= vector of layer bottom depths (ft or m) |
zw |
= depth of groundwater table (ft or m) |
zout |
= desired depths of output (ft or m): defaults to critical locations in the profile (the top and bottom of the profile, layer interfaces, and the groundwater table) [recommended] |
gammaW |
= unit weight of water (default = 62.4 pcf for English units; 9.81 kN/m^3 for metric units) |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
Value
A four-element list containing four vectors: depth = depth, sigmaZ.eff = effective vertical stress, sigmaZ.total = total vertical stress, and u = pore water pressure
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
sigmaZ.profile(gamma = c(108, 116), depth = c(15, 40), zw = 15, metric =
FALSE)
Grain Sizes Of Sieves
Description
Calculate a set of grain sizes corresponding to a set of sieves. 1 December 2015
Usage
size.from.sieve(sieve, metric)
Arguments
sieve |
= vector of sieve numbers according to ASTM D422 |
metric |
= logical variable: TRUE for metric units (mm), FALSE for English units (in) |
Value
Vector of grain sizes (in or mm)
Note
For sieves larger than the no. 4 sieve, the user should specify the sieve size in inches (e.g., 3/8, 3/4, 1, 1.5, 2, 3, etc.) Either sieve numbers OR grain sizes must be provided.
Author(s)
Kyle Elmy and Jim Kaklamanos
Soil Profile Plot for Site Exploration
Description
Plots the soil profile for use in site exploration. 1 January 2016
Usage
soil.profile(
thk = NA,
depth = NA,
zw,
type = NA,
gamma = NA,
phi = NA,
C = NA,
title = "Soil Profile",
metric
)
Arguments
thk |
= vector of layer thicknesses (ft or m) |
depth |
= vector of layer bottom depths (ft or m) |
zw |
= depth of groundwater table (ft or m) |
type |
= vector of soil types (character strings) |
gamma |
= vector of unit weights (pcf or kN/m^3) |
phi |
= vector of soil friction angles (deg) |
C |
= vector of soil cohesion (psf or kPa) |
title |
= desired title of plot (default: "Soil Profile") |
metric |
= logical variable: TRUE (for metric units) or FALSE (for English units) |
Value
A plot of a soil profile
Note
Either layer thicknesses or depth to layer bottoms must be specified. The only necessary variables are thk (or depth), zw, and metric. All other variables are optional.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
soil.profile(depth = c(20, 40, 52, 60), zw = 20,
type = c("Dry Sand", "Saturated Sand", "Soft Clay",
"Dense Gravel"),
gamma = c(110, 115, 120, 150), phi = c(30, 30, NA, 38),
C = c(NA, NA, 300, NA), metric = FALSE)
Maximum In-Plane Shear Stress (Mohr Circle Analyses)
Description
Calculates the maximum in-plane shear stress. 1 October 2015
Usage
tauMax(sigmaX, sigmaZ, tauXZ)
Arguments
sigmaX |
= normal stress acting in the horizontal direction |
sigmaZ |
= normal stress acting in the vertical direction |
tauXZ |
= shear stress acting on the same plane as sigmaX |
Value
A two-element list containing: tauMax = maximum in-plane shear stress and theta = angle of maximum in-plane shear stress
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
tauMax(sigmaX = 80, sigmaZ = 120, tauXZ = 20)
Water Content (Phase Diagrams and Index Parameters)
Description
Calculates water content from lab results (i.e., measured weights or masses) . 1 December 2015
Usage
waterContent(M1, M2, Mc)
Arguments
M1 |
= Mass (or weight) of can and wet soil, before oven dry |
M2 |
= Mass (or weight) of can and dry soil, after drying in oven |
Mc |
= Mass (or weight) of can |
Value
Water content as a decimal
Note
Either mass or weight can be used, since the units cancel.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
waterContent(M1 = 20.68, M2 = 18.14, Mc = 8.20)
Well Drawdown (Groundwater)
Description
Computes the well drawdown. 1 January 2016
Usage
wellDrawdown(Q, k, H = NA, h0, r0, rw, r)
Arguments
Q |
= flow rate into well |
k |
= hydraulic conductivity of aquifer |
H |
= saturated thickness of aquifer |
h0 |
= initial total head in aquifer (before pumping) |
r0 |
= radius of influence |
rw |
= radius of well |
r |
= radius of interest |
Value
A two-element list containing: h = height of groundwater surface a distance r from the well and dd = h0 - h = drawdown of groundwater surface a distance r from the well
Note
Datum for total heads are the bottom of the aquifer. For unconfined aquifers, H = NA. For confined aquifers, H >= hf. For mixed aquifers (which start as confined prior to pumping and finish as unconfined after pumping is complete), H < hf.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
wellDrawdown(Q = 14.5, k = 0.065, H = 10, h0 = 21, r0 = 20, r = 2, rw = 2)
Flow Rate to Wells (Groundwater)
Description
Computes the flow rate to wells. 1 January 2016
Usage
wellFlow(k, H = NA, h0, hf, r0, rw)
Arguments
k |
= hydraulic conductivity of aquifer |
H |
= thickness of aquifer |
h0 |
= initial total head in aquifer (before pumping) |
hf |
= final total head in well casing (after pumping) |
r0 |
= radius of influence |
rw |
= radius of well |
Value
Q = flow rate to well
Note
Datum for h0 and hf is the bottom of the aquifer. For unconfined aquifers, H > h0 (or specify as NA) For confined aquifers, H >= hf. For mixed aquifers (which start as confined prior to pumping and finish as unconfined after pumping is complete), H < hf.
Author(s)
Kyle Elmy and Jim Kaklamanos
Examples
wellFlow(k = 0.065, H = 10, h0 = 21, hf = 15, r0 = 20, rw = 2)