- Introduction to the
*hydraulics*package- 1.0 Water properties
- 2.0 Fundamental constants
- 3.0 Friction Loss in Circular Pipes
- 4.0 Flow in Circular Pipes Flowing Partially Full
- 5.0 Flow in Open Channels (rectangular, triangular, trapezoidal)
- 6.0 Pump Curve and Operating Points
- 7.0 Pipe Networks and the Hardy-Cross method
- 8.0 Miscellaneous functions
- License

`library(hydraulics)`

The *hydraulics* package was developed to augment education in
basic closed conduit and open channel hydraulics. Most common
applications in civil engineering involve water flowing under turbulent
conditions, so the functions make that assumption. If that assumption is
violated, a warning is generated, though that often means there was an
input error. Because engineering calculations are burdened by the
persistence of U.S. customary (often referred to as English) units, all
functions work in either system by designating units as either
*SI* or *Eng*.

When describing the behavior of water in pipes and channels under turbulent flow conditions there are three water properties used used in calculations, all of which vary with water temperature: density (\(\rho\)), dynamic viscosity(\(\mu\)), and kinematic viscosity(\(\nu\)), where they are related by \(\nu=\frac{\mu}{\rho}\). An additional function exists for saturated vapor pressure of water.

These properties are found using the *dens*, *dvisc*,
*kvisc*, and *svp* functions. For example, the kinematic
viscosity for water temperature of 55 \(^\circ\)F is found as follows:

```
= kvisc(T = 55, units = 'Eng')
nu cat(sprintf("Kinematic viscosity: %.3e ft2/s\n", nu))
#> Kinematic viscosity: 1.318e-05 ft2/s
```

Similarly the water density for water temperature of 25 \(^\circ\)C can be determined by:

```
= dens(T = 25, units = 'SI')
rho cat(sprintf("Water density: %.3f kg/m3\n", rho))
#> Water density: 997.075 kg/m3
```

The water property functions can all accept a list of input temperature values, enabling visualization of a property with varying water temperature, for example:

```
<- seq(0, 100, 10)
Ts <- kvisc(T = Ts, units = 'SI')
nus <- expression("Temperature, " (degree*C))
xlbl <- expression("Kinematic viscosity," ~nu~ (m^{2}/s))
ylbl par(cex=0.8, mgp = c(2,0.7,0))
plot(Ts, nus, xlab = xlbl, ylab = ylbl, type="l")
```

The water property functions can also be called with the
*ret_units* parameter, in which case the function returns an
object of class *units*, as designated by the package
`units`

. This enables capabilities for new units being
deduced as operations are performed on the values. Concise examples are
in the vignettes for
the ‘units’ package.

```
<- 25
T <- dens(T = T, units = 'SI', ret_units = TRUE)
Dens <- dvisc(T = T, units = 'SI', ret_units = TRUE)
Dvisc #Calculate kinematic viscosity and units are generated correctly
<- Dvisc / Dens
Kvisc
Kvisc#> 9.134879e-07 [N*m*s/kg]
```

While the units are correct, they are not in their simplified form. That can be done by setting new units. Unit conversions are done the same way.

```
::set_units(Kvisc, m^2/s)
units#> 9.134879e-07 [m^2/s]
::set_units(Kvisc, ft^2/s)
units#> 9.832702e-06 [ft^2/s]
```

An example finding the saturated vapor pressure to water at 10 \(^\circ\)C follows.

```
<- svp(T = 10, units = "SI", ret_units = T)
vps
vps#> 1228.188 [Pa]
#convert to psi - notice the need to enclose "in" with backticks since "in"
#has other meanings in R
::set_units(vps,lbf/`in`^2)
units#> 0.1781336 [lbf/in^2]
```

If the results are of class *units* they also can have the
units plot without the cumbersome formatting of axis labels.

```
<- units::set_units(seq(0, 100, 10), degree_Celsius)
Temperature <- kvisc(T = Temperature, units = 'SI', ret_units = TRUE)
Kinematic_Viscosity par(cex=0.8, mar = par("mar") + c(0, .2, 0, 0))
plot(Temperature, Kinematic_Viscosity, type="l")
```

Sometimes it is useful to have a table containing water properties
organized by temperature. The ‘hydraulics’ package includes a
*water_table* function to generate a table in either *SI*
or *Eng* units.

```
<- water_table(units = "SI")
tbl
tbl#> # A tibble: 21 × 8
#> Temp Density Spec_Weight Viscosity Kinem_Visc Sat_VP Surf_Tens Bulk_Mod
#> [C] [kg/m^3] [N/m^3] [N*s/m^2] [m^2/s] [Pa] [N/m] [Pa]
#> 1 0 1000. 9809. 0.00173 0.00000173 611. 0.0757 2020000000
#> 2 5 1000. 9810. 0.00150 0.00000150 873. 0.0749 2060000000
#> 3 10 1000. 9807. 0.00131 0.00000131 1228. 0.0742 2100000000
#> 4 15 999. 9801. 0.00115 0.00000115 1706. 0.0735 2140000000
#> 5 20 998. 9793. 0.00102 0.00000102 2339. 0.0727 2180000000
#> 6 25 997. 9781. 0.000911 0.000000913 3170. 0.0720 2220000000
#> 7 30 996. 9768. 0.000817 0.000000821 4247. 0.0712 2250000000
#> 8 35 994. 9752. 0.000738 0.000000742 5629. 0.0704 2265000000
#> 9 40 992. 9734. 0.000670 0.000000675 7385. 0.0696 2280000000
#> 10 45 990. 9714. 0.000611 0.000000617 9595. 0.0688 2285000000
#> # … with 11 more rows
```

The table can be reformatted to something more attractive using the
*kableExtra* and *docxtools* packages.

```
<- sapply(unname(tbl),units::deparse_unit)
unitlist <- names(tbl)
colnames <- docxtools::format_engr(units::drop_units(tbl), sigdig = c(0, 4, 4, 4, 4, 4, 3, 3))
tbl <- knitr::kable(tbl, col.names = unitlist, align = "c", format = "html")
tbl2 ::add_header_above(tbl2, header = colnames, line = F, align = "c") kableExtra
```

C | kg m-3 | N m-3 | N s m-2 | m2 s-1 | Pa | N m-1 | Pa |
---|---|---|---|---|---|---|---|

\(0\) | \(999.9\) | \({9.809}\times 10^{3}\) | \({1.734}\times 10^{-3}\) | \({1.734}\times 10^{-6}\) | \(611.2\) | \({75.7}\times 10^{-3}\) | \({2.02}\times 10^{9}\) |

\(5\) | \(1000\) | \({9.810}\times 10^{3}\) | \({1.501}\times 10^{-3}\) | \({1.501}\times 10^{-6}\) | \(872.6\) | \({74.9}\times 10^{-3}\) | \({2.06}\times 10^{9}\) |

\(10\) | \(999.7\) | \({9.807}\times 10^{3}\) | \({1.310}\times 10^{-3}\) | \({1.311}\times 10^{-6}\) | \({1.228}\times 10^{3}\) | \({74.2}\times 10^{-3}\) | \({2.10}\times 10^{9}\) |

\(15\) | \(999.1\) | \({9.801}\times 10^{3}\) | \({1.153}\times 10^{-3}\) | \({1.154}\times 10^{-6}\) | \({1.706}\times 10^{3}\) | \({73.5}\times 10^{-3}\) | \({2.14}\times 10^{9}\) |

\(20\) | \(998.2\) | \({9.793}\times 10^{3}\) | \({1.021}\times 10^{-3}\) | \({1.023}\times 10^{-6}\) | \({2.339}\times 10^{3}\) | \({72.7}\times 10^{-3}\) | \({2.18}\times 10^{9}\) |

\(25\) | \(997.1\) | \({9.781}\times 10^{3}\) | \({910.8}\times 10^{-6}\) | \({913.5}\times 10^{-9}\) | \({3.170}\times 10^{3}\) | \({72.0}\times 10^{-3}\) | \({2.22}\times 10^{9}\) |

\(30\) | \(995.7\) | \({9.768}\times 10^{3}\) | \({817.4}\times 10^{-6}\) | \({821.0}\times 10^{-9}\) | \({4.247}\times 10^{3}\) | \({71.2}\times 10^{-3}\) | \({2.25}\times 10^{9}\) |

\(35\) | \(994.1\) | \({9.752}\times 10^{3}\) | \({738.0}\times 10^{-6}\) | \({742.4}\times 10^{-9}\) | \({5.629}\times 10^{3}\) | \({70.4}\times 10^{-3}\) | \({2.26}\times 10^{9}\) |

\(40\) | \(992.2\) | \({9.734}\times 10^{3}\) | \({669.9}\times 10^{-6}\) | \({675.1}\times 10^{-9}\) | \({7.385}\times 10^{3}\) | \({69.6}\times 10^{-3}\) | \({2.28}\times 10^{9}\) |

\(45\) | \(990.2\) | \({9.714}\times 10^{3}\) | \({611.2}\times 10^{-6}\) | \({617.3}\times 10^{-9}\) | \({9.595}\times 10^{3}\) | \({68.8}\times 10^{-3}\) | \({2.28}\times 10^{9}\) |

\(50\) | \(988.1\) | \({9.693}\times 10^{3}\) | \({560.5}\times 10^{-6}\) | \({567.2}\times 10^{-9}\) | \({12.35}\times 10^{3}\) | \({67.9}\times 10^{-3}\) | \({2.29}\times 10^{9}\) |

\(55\) | \(985.7\) | \({9.670}\times 10^{3}\) | \({516.2}\times 10^{-6}\) | \({523.7}\times 10^{-9}\) | \({15.76}\times 10^{3}\) | \({67.1}\times 10^{-3}\) | \({2.28}\times 10^{9}\) |

\(60\) | \(983.2\) | \({9.645}\times 10^{3}\) | \({477.6}\times 10^{-6}\) | \({485.7}\times 10^{-9}\) | \({19.95}\times 10^{3}\) | \({66.2}\times 10^{-3}\) | \({2.28}\times 10^{9}\) |

\(65\) | \(980.6\) | \({9.619}\times 10^{3}\) | \({443.5}\times 10^{-6}\) | \({452.3}\times 10^{-9}\) | \({25.04}\times 10^{3}\) | \({65.4}\times 10^{-3}\) | \({2.26}\times 10^{9}\) |

\(70\) | \(977.7\) | \({9.592}\times 10^{3}\) | \({413.5}\times 10^{-6}\) | \({422.9}\times 10^{-9}\) | \({31.20}\times 10^{3}\) | \({64.5}\times 10^{-3}\) | \({2.25}\times 10^{9}\) |

\(75\) | \(974.8\) | \({9.563}\times 10^{3}\) | \({386.9}\times 10^{-6}\) | \({396.9}\times 10^{-9}\) | \({38.60}\times 10^{3}\) | \({63.6}\times 10^{-3}\) | \({2.22}\times 10^{9}\) |

\(80\) | \(971.7\) | \({9.533}\times 10^{3}\) | \({363.1}\times 10^{-6}\) | \({373.7}\times 10^{-9}\) | \({47.42}\times 10^{3}\) | \({62.7}\times 10^{-3}\) | \({2.20}\times 10^{9}\) |

\(85\) | \(968.5\) | \({9.501}\times 10^{3}\) | \({341.9}\times 10^{-6}\) | \({353.0}\times 10^{-9}\) | \({57.87}\times 10^{3}\) | \({61.8}\times 10^{-3}\) | \({2.17}\times 10^{9}\) |

\(90\) | \(965.2\) | \({9.468}\times 10^{3}\) | \({322.9}\times 10^{-6}\) | \({334.5}\times 10^{-9}\) | \({70.18}\times 10^{3}\) | \({60.8}\times 10^{-3}\) | \({2.14}\times 10^{9}\) |

\(95\) | \(961.7\) | \({9.434}\times 10^{3}\) | \({305.7}\times 10^{-6}\) | \({317.9}\times 10^{-9}\) | \({84.61}\times 10^{3}\) | \({59.9}\times 10^{-3}\) | \({2.10}\times 10^{9}\) |

\(100\) | \(958.1\) | \({9.399}\times 10^{3}\) | \({290.2}\times 10^{-6}\) | \({302.9}\times 10^{-9}\) | \({101.4}\times 10^{3}\) | \({58.9}\times 10^{-3}\) | \({2.07}\times 10^{9}\) |

While the *hydraulics* package is focused on water, properties
of the atmosphere are important for characterizing the interaction of
water with air. The is particularly important for phenomena such as
evaporation and condensation. Selected characteristics of the standard
atmosphere, as determined by the International Civil Aviation
Organization (ICAO), are included in the package. Three functions return
different properties of the standard atmosphere:

Function | Returns |
---|---|

atmtemp | Atmospheric Temperature |

atmpres | Pressure |

atmdens | Density |

All atmospheric functions have input arguments of altitude
(*ft* or *m*), unit system (*SI* or *Eng*),
and whether or not units should be returned.

```
atmpres(alt = 3000, units = "SI", ret_units = TRUE)
#> 70121.14 [Pa]
```

Similar to the water properties table, a summary of the standard
atmosphere can be obtained with the function *atmos_table*.

```
<- atmos_table(units = "SI")
tbl
tbl#> # A tibble: 16 × 4
#> Altitude Temp Pressure Density
#> [m] [C] [Pa] [kg/m^3]
#> 1 0 15 101325 1.23
#> 2 1000 8.50 89876. 1.11
#> 3 2000 2.00 79501. 1.01
#> 4 3000 -4.49 70121. 0.909
#> 5 4000 -11.0 61660. 0.819
#> 6 5000 -17.5 54048. 0.736
#> 7 6000 -24.0 47218. 0.660
#> 8 7000 -30.5 41105. 0.590
#> 9 8000 -36.9 35652. 0.526
#> 10 9000 -43.4 30801. 0.467
#> 11 10000 -49.9 26500. 0.414
#> 12 11000 -56.4 22700. 0.365
#> 13 12000 -62.9 19355. 0.321
#> 14 13000 -69.3 16421. 0.281
#> 15 14000 -75.8 13859. 0.245
#> 16 15000 -82.3 11632. 0.212
```

Two of the most important descriptive quantities in engineering
hydraulics are the Reynolds number, *Re* and the Froude number
*Fr*. \(Re=\frac{VD}{\nu}\)
describes the turbulence of the flow. It expresses the ratio of
kinematic forces, expressed by velocity *V* and a characteristic
length such as pipe diameter, *D*, to viscous forces as expressed
by the kinematic viscosity \(\nu\). For
open channels the characteristic length is the *hydraulic depth*,
the area of flow divided by the top width. For adequately turbulent
conditions to exists, Reynolds numbers should exceed 4000 for full
pipes, and 2000 for open channels.

For open channel flow, given a channel shape and flow rate, flow can
usually exist at two different depths, termed subcritical (slow, deep)
and supercritical (shallow, fast). The exception is at critical flow
conditions, where only one depth exists, the critical depth. Which depth
is exhibited by the flow is determined by the slope and roughness of the
channel. The Froude number is defined by \(Fr=\frac{V}{\sqrt{gD}}\). *Fr*
characterizes flow as:

Fr | Condition |
---|---|

<1.0 | subcritical |

=1.0 | critical |

>1.0 | supercritical |

These constants are calculated internally and returned with the output of many functions. Critical flow is important in open-channel flow applications and is discussed further below.

The energy at any point along a pipe containing flowing water is
often described by the energy per unit weight, or energy head, E: \[E =
z+\frac{P}{\gamma}+\alpha\frac{V^2}{2g}\] where P is the
pressure, \(\gamma=\rho g\) is the
specific weight of water, *z* is the elevation of the point,
*V* is the average velocity, and each term has units of length.
\(\alpha\) is a kinetic energy
adjustment factor to account for non-uniform velocity distribution
across the cross-section. \(\alpha\) is
typically assumed to be 1.0 for turbulent flow because the value is
close to 1.0 and \(\frac{V^2}{2g}\)
(the velocity head) tends to be small in relation to other terms in the
equation.

As water flows through a pipe energy is lost due to friction with the
pipe walls and local disturbances (minor losses). The energy loss
between two sections is expressed as \({E_1} -
{h_l} = {E_2}\). When pipes are long, with \(\frac{L}{D}>1000\), friction losses
dominate the energy loss on the system, and the head loss, \(h_l\), is calculated as the head loss due
to friction, \(h_f\). This energy head
loss due to friction with the walls of the pipe is described by the
Darcy-Weisbach equation, which estimates the energy loss per unit
weight, or head loss \({h_f}\), which
has units of length. For circular pipes it is expressed as: \[h_f = \frac{fL}{D}\frac{V^2}{2g} =
\frac{8fL}{\pi^{2}gD^{5}}Q^{2}\] In this equation *f* is
the friction factor, typically calculated with the Colebrook equation:
\[\frac{1}{\sqrt{f}} =
-2\log\left(\frac{\frac{k_s}{D}}{3.7} +
\frac{2.51}{Re\sqrt{f}}\right)\] where \(k_s\) is the absolute roughness of the pipe
wall. There are close approximations to the Colebrook equation that have
an explicit form to facilitate hand-calculations, but this package only
uses the Colebrook function.

Any one of the variables in the Darcy Weisbach equation, and by extension the Colebrook equation, may be treated as an unknown. For an existing pipe with a known flow rate, the friction loss for a length of pipe may be found:

```
<- 20/12 #20 inch converted to ft
D <- 10560 #ft
L <- 4 #ft^3/s
Q <- 60 #degrees F
T <- 0.0005 #ft
ks
<- darcyweisbach(Q = Q,D = D, L = L, ks = ks,
ans nu = kvisc(T=T, units="Eng"), units = c("Eng"))
#> hf missing: solving a Type 1 problem
cat(sprintf("Reynolds no: %.0f\nFriction Fact: %.4f\nHead Loss: %.2f ft\n",
$Re, ans$f, ans$hf))
ans#> Reynolds no: 248625
#> Friction Fact: 0.0173
#> Head Loss: 5.72 ft
```

The Reynolds number is adequately high to ensure flow is turbulent
and the Colebrook equation is valid. As with the water properties
function, it can be called with *ret_units = TRUE* to return a
list of `units`

objects (using the same input as above):

```
<- darcyweisbach(Q = 4.0,D = 20/12, L = 10560, ks = 0.0005, nu = kvisc(T=T, units="Eng"),
ans units = "Eng", ret_units = TRUE)
::kable(format(as.data.frame(ans), digits = 2), format = "pipe") knitr
```

Q | V | L | D | hf | f | ks | Re |
---|---|---|---|---|---|---|---|

4 [ft^3/s] | 1.8 [ft/s] | 10560 [ft] | 1.7 [ft] | 5.7 [ft] | 0.017 [1] | 5e-04 [ft] | 248625 [1] |

A new design problem can involve the calculation of a required diameter for a given head loss and flow rate, so that the pipe has a specified pressure and flow at some downstream point. An example of that follows.

```
<- 37.5 #flow in ft^3/s
Q <- 8000 #pipe length in ft
L <- 215 #head loss due to friction, in ft
hf <- 68 #water temperature, F
T <- 0.0008 #pipe roughness, ft
ks <- darcyweisbach(Q = Q, hf = hf, L = L, ks = ks, nu = kvisc(T=T, units='Eng'), units = c('Eng'))
ans #> D missing: solving a Type 3 problem
cat(sprintf("Reynolds no: %.0f\nFriction Fact: %.4f\nDiameter: %.2f ft\n", ans$Re, ans$f, ans$D))
#> Reynolds no: 2336974
#> Friction Fact: 0.0164
#> Diameter: 1.85 ft
```

The usefulness of an R package is not so much for individual calculations, but repeated trials to see how one variable might vary with another. For example, it might be interesting to see how the required diameter varies with changing flow rate. The following example illustrates the calculation of diameters required to meet the specified head loss for flows varying from 30 - 45 ft\(^3\)/s.

```
<- seq(30, 45, 1.0) #flows in ft^3/s
Qs <- 8000 #pipe length in ft
L <- 215 #head loss due to friction, in ft
hf <- 68 #water temperature, F
T <- 0.0008 #pipe roughness, ft
ks <- mapply(darcyweisbach, Q=Qs, MoreArgs =
ans list(hf = hf, L = L, ks = ks, nu = kvisc(T=T, units='Eng'), units = 'Eng'))
<- as.data.frame(t(ans))
ans plot(ans$Q, ans$D, xlab = "Q, ft^3/s", ylab = "D, ft", type="l")
grid()
```

Another example of the use of this package would be in a laboratory setting, where pressure measurements are taken at two points along a straight pipe for a sequence of flow rates to determine pipe roughness. In this example, the length of pipe is 3 m, the diameter is 25 mm, and the following head losses were observed for different flow rates:

Q_liter_s | Headloss_m |
---|---|

0.20 | 0.052 |

0.24 | 0.073 |

0.30 | 0.110 |

Roughness values are calculated as shown below, and the results plotted on a Moody diagram as a reality check.

```
= c(0.00020, 0.00024, 0.00030) #converted to m^3/s
Qs <- c(0.052,0.073,0.110)
hfs <- mapply(darcyweisbach, Q=Qs, hf=hfs, MoreArgs =
ans list(L = 3.0, D = 0.025, nu = kvisc(T=20, units='SI'), units = 'SI'))
= unlist((as.data.frame(t(ans)))$ks)
ks_values cat(round(ks_values,6))
#> 0.000473 0.000433 0.000397
cat(paste0("\nMean Roughness, ks = ",round(mean(ks_values),6), " m"))
#>
#> Mean Roughness, ks = 0.000434 m
<- unlist((as.data.frame(t(ans)))$Re)
Re_values <- unlist((as.data.frame(t(ans)))$f)
f_values moody(Re = Re_values, f = f_values)
```

The Manning equation (also known as the Strickler equation) describes
flow conditions in an open channel under uniform flow conditions. It is
often expressed as: \[Q=A\frac{C}{n}{R}^{\frac{2}{3}}{S_f}^{\frac{1}{2}}\]
where *C* is 1.0 for *SI* units and 1.49 for *Eng*
(U.S. Customary) units. *Q* is the flow rate, *A* is the
cross-sectional flow area, *n* is the Manning roughness
coefficient, and R is the hydraulic radius \(R=\frac{A}{P}\), where P is the wetted
perimeter. Critical depth is defined by the relation (at critical
conditions): \[\frac{Q^{2}B}{g\,A^{3}}=1\]

where *B* is the top width of the water surface.

As with full flow in circular pipes, any one of the variables in the
Manning equation, and related geometric variables, may be treated as an
unknown. For an existing pipe, a common problem is the determination of
the depth, *y* that a given flow *Q*, will have given a
pipe diameter *d*, slope *S* and roughness *n*. An
example of that follows.

```
<- manningc(Q=0.01, n=0.013, Sf=0.001, d = 0.2, units="SI", ret_units = TRUE)
ans ::kable(format(as.data.frame(ans), digits = 2), format = "pipe", padding=0) knitr
```

Q | V | A | P | R | y | d | Sf | n | yc | Fr | Re | Qf |
---|---|---|---|---|---|---|---|---|---|---|---|---|

0.01 [m^3/s] | 0.38 [m/s] | 0.027 [m^2] | 0.44 [m] | 0.061 [m] | 0.16 [m] | 0.2 [m] | 0.001 [1] | 0.013 [1] | 0.085 [m] | 0.3 [1] | 22343 [1] | 0.01 [m^3/s] |

It is also sometimes convenient to see a cross-section diagram.

```
<- manningc(Q=0.01, n=0.013, Sf=0.001, d = 0.2, units="SI", ret_units = TRUE)
ans xc_circle(y = ans$y, d=ans$d, units = "SI")
```

As with flow in circular pipes flowing less than full, flow in an
open channel of rectangular, triangular, or trapezoidal shape uses the
Manning equation. Substituting the geometric relationships for hydraulic
radius and cross-sectional area, the Manning equation takes the form:
\[Q=\frac{C}{n}{\frac{\left(by+my^2\right)^{\frac{5}{3}}}{\left(b+2y\sqrt{1+m^2}\right)^\frac{2}{3}}}{S_f}^{\frac{1}{2}}\]
For a rectangular channel, the side slope is vertical, so *m* =
0; for a triangular channel, *b* = 0. For a given *Q*,
*m*, *n*, and *Sf*, the most hydraulically
efficient channel is found by maximizing R, which can be done by setting
in the Manning equation \(\frac{\partial
R}{\partial y}=0\). This produces: \[y_{opt} =
2^{\frac{1}{4}}\left(\frac{Qn}{C\left(2\sqrt{1+m^2}-m\right)S_f^{\frac{1}{2}}}\right)^{\frac{3}{8}}\]
\[b_{opt} =
2y_{opt}\left(\sqrt{1+m^2}-m\right)\]

The *manningt* function works similarly to the function for
circular pipes, in that the excluded argument is the one for which the
function determines a solution. For example, a design might require the
slope to deliver a required flow, *Q* through a channel with
known geometry (bottom width, *b*, side slope *m*) and a
given depth *y*:

```
<- manningt(Q = 360., n = 0.015, m = 1, b = 20.0, y = 3.0, units = "Eng")
ans cat(sprintf("Slope: %.5f ft\n", ans$Sf))
#> Slope: 0.00088 ft
::kable(format(as.data.frame(ans), digits = 2), format = "pipe", padding=0) knitr
```

Q | V | A | P | R | y | b | m | Sf | B | n | yc | Fr | Re |
---|---|---|---|---|---|---|---|---|---|---|---|---|---|

360 | 5.2 | 69 | 28 | 2.4 | 3 | 20 | 1 | 0.00088 | 26 | 0.015 | 2.1 | 0.56 | 1146737 |

Thus, a longitudinal slope for the channel would need to be 0.00088,
or a drop of 0.88 ft per 1000 ft. The critical depth *yc* is
lower than the normal depth *y*, indicating flow under these
conditions is subcritical, also seen with *Fr < 1.0*.

Units can also be returned by this function.

```
<- manningt(Q = 360., n = 0.015, m = 1, b = 20.0, y = 3.0, units = "Eng", ret_units = TRUE)
ans ::kable(format(as.data.frame(ans), digits = 2), format = "pipe", padding=0) knitr
```

Q | V | A | P | R | y | b | m | Sf | B | n | yc | Fr | Re |
---|---|---|---|---|---|---|---|---|---|---|---|---|---|

360 [ft^3/s] | 5.2 [ft/s] | 69 [ft^2] | 28 [ft] | 2.4 [ft] | 3 [ft] | 20 [ft] | 1 [1] | 0.00088 [1] | 26 [ft] | 0.015 [1] | 2.1 [ft] | 0.56 [1] | 1146737 [1] |

A simple diagram can be generated for the channel.

`xc_trap( y = 3.0, b = 20.0, m = 1.0, units = "Eng")`

When solving for flow depth, *y*, or channel bottom width,
*b*, an additional variable is returned for the optimal depth,
*yopt*, or optimal width, *bopt*. These are optimal for
hydraulic efficiency and practical concerns with construction often
result in designs that flow with depths less than the hydraulic optimum.
Solving a prior example for bottom width illustrates this.

```
<- manningt(Q = 360., n = 0.015, m = 1, y = 3.0, Sf = 0.00088, units = "Eng")
ans ::kable(format(as.data.frame(ans), digits = 2), format = "pipe", padding=0) knitr
```

Q | V | A | P | R | y | b | m | Sf | B | n | yc | Fr | Re | bopt |
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|

360 | 5.3 | 68 | 28 | 2.4 | 3 | 20 | 1 | 0.00088 | 26 | 0.015 | 2.1 | 0.57 | 1159705 | 4.8 |

```
cat(sprintf("Optimal bottom width: %.5f ft\n", ans$bopt))
#> Optimal bottom width: 4.76753 ft
```

The results show that, aside from the rounding, the width is returned
as expected (approximately 20 ft), and the optimal bottom width for
hydraulic efficiency would be closer to 4.76 ft. To check the depth that
would be associated with a channel of the optimal width, substitute the
optimal width for *b* and solve for *y*:

```
<- manningt(Q = 360., n = 0.015, m = 1, b = 4.767534, Sf = 0.00088, units = "Eng")
ans cat(sprintf("Optimal depth: %.5f ft\n", ans$yopt))
#> Optimal depth: 5.75492 ft
```

For any channel geometry and flow rate a convenient plot is a specific energy diagram, which illustrates the different flow depths that can occur for any given specific energy. This is important for understanding what may happen to the water surface when flow encounters an obstacle or transition. For the channel of the example above, the diagram is

`spec_energy_trap( Q = 360, b = 20, m = 1, scale = 4, units = "Eng" )`

This provides an illustration that for y=3 ft the flow is subcritical
(above the critical depth). Specific energy for the conditions of the
prior example is \(E=y+\frac{V^2}{2g}=3.0+\frac{5.22^2}{2*32.2}=3.42
ft\). If the channel bottom had an abrupt rise of \(E-E_c=3.42-3.03=0.39 ft\) critical depth
would occur over the hump. A rise of anything greater than that would
cause damming to occur. Once flow over a hump is critical, downstream of
the hump the flow will be in supercritical conditions, flowing at the
*alternate depth*.

The specific energy for a given depth *y* and alternate depth
can be added to the plot by including an argument for depth, y.

`spec_energy_trap( Q = 360, b = 20, m = 1, scale = 4, y=3.0, units = "Eng" )`

A final example shows how to vary multiple input variables
simultaneously. How does flow *Q* vary over a range of *n*
and *y* values? The *expand.grid* function produces all
combinations of different variables. The functions can be run for all of
the problem permutations and the results plotted in many different ways.
One example follows.

```
<- seq(0.011, 0.021, 0.002)
ns <- seq(1.5, 2.1, 0.1)
ys <- expand.grid(n=ns, y=ys)
ny <- mapply(manningt, n = ny$n, y = ny$y, MoreArgs = list(m = 2, Sf = 0.0005, b = 3, units = "SI"))
ans <- as.data.frame(t(ans))
x #to simplify plotting, select columns of interest and change each from list to numeric
<- data.frame(Q=unlist(x$Q),y=unlist(x$y),n=unlist(x$n))
x2 ::ggplot(data=x2,ggplot2::aes(x=y,y=Q, group=n, colour=n)) + ggplot2::geom_line() +
ggplot2::labs(x = "y, m", y = expression(paste("Q, ", ~m^3/s))) ggplot2
```

For any system delivering water through circular pipes with the assistance of a pump, the selection of the pump requires a consideration of both the pump characteristics and the energy required to deliver different flow rates through the system. These are described by the system and pump characteristic curves. Where they intersect defines the operating point, the flow and (energy) head at which the pump would operate in that system.

As described above, for a simple system the loss of head (energy per unit weight) due to friction, \(h_f\), is described by the Darcy-Weisbach equation, which can be simplified as: \[h_f = \frac{fL}{D}\frac{V^2}{2g} = \frac{8fL}{\pi^{2}gD^{5}}Q^{2} = KQ{^2}\] The total dynamic head the system requires a pump to provide, \(h_p\), is found by solving the energy equation from the upstream reservoir (point 1) to the downstream reservoir (point 2). \[h_p = \left(z+\frac{P}{\gamma}+\frac{V^2}{2g}\right)_2 - \left(z+\frac{P}{\gamma}+\frac{V^2}{2g}\right)_1+h_f\]

For the simple system in this example, the velocity is negligible in
both reservoirs 1 and 2, and the pressures at both reservoirs is
atmospheric, so the equation becomes: \[h_p =
\left(z_2 - z_1\right) + h_f=h_s+h_f=h_s+KQ^2\] Using the
*hydraulics* package, the coefficient, *K*, can be
calculated manually or using other package functions for friction loss
in a pipe system using \(Q=1\). As an
example:

```
<- darcyweisbach(Q = 1,D = 20/12, L = 3884, ks = 0.0005, nu = 1.23e-5, units = "Eng")
ans cat(sprintf("Coefficient K: %.3f\n", ans$hf))
#> Coefficient K: 0.160
```

For this example assume a static head of 30 ft and generate a systemcurve object:

`<- systemcurve(hs = 30, K = ans$hf, units = "Eng") scurve `

The three selected points are used to generate a polynomial fit to the curve. There are currently three options for the polynomial:

type | Equation |
---|---|

poly1 | \(h=a+{b}{Q}+{c}{Q}^2\) |

poly2 | \(h=a+{c}{Q}^2\) |

poly3 | \(h_{shutoff}+{c}{Q}^2\) |

The \(h_{shutoff}\) value is the
pump head at \(Q={0}\). The coordinates
of the points can be input to the *pumpcurve* function as numeric
vectors. For the flow manufacturer’s pump curves often use units that
are not what the *hydraulics* package needs, and the
*units* package provides a convenient way to convert them as
needed.

```
<- units::set_units(c(0, 5000, 7850), gallons/minute)
qgpm <- units::set_units(qgpm, ft^3/s)
qcfs <- c(81, 60, 20) #units are already in ft so setting units is optional
hft <- pumpcurve(Q = qcfs, h = hft, eq = "poly2", units = "Eng") pcurve
```

The function *pumpcurve* returns a *pumpcurve* object
that includes the polynomial fit equation and a simple plot to check the
fit.

`$p pcurve`

The two curves can be combined to find the operating point of the selected pump in the defined system.

```
<- operpoint(pcurve = pcurve, scurve = scurve)
oppt cat(sprintf("Operating Point: Q = %.3f, h = %.3f\n", oppt$Qop, oppt$hop))
#> Operating Point: Q = 12.051, h = 53.285
$p
oppt#> Warning: Removed 1 row containing missing values (`geom_function()`).
```

For water pipe networks containing multiple loops a typical method to solve for the flow in each pipe segment uses the Hardy-Cross method. This consists of setting up an initial guess of flow (magnitude and direction) for each pipe segment, ensuring conservation of mass is preserved at each node (or vertex) in the network. Then calculations are performed for each loop, ensuring energy is conserved.

In the *hydraulics* package, the Darcy-Weisbach equation is
used to estimate the head loss in each pipe segment, expressed in a
condensed form as \({h_f = KQ^{2}}\)
where: \[{K =
\frac{8fL}{\pi^{2}gD^{5}}}\] If needed, the friction factor
*f* is calculated using the Colebrook equation. The flow
adjustment in each loop is calculated at each iteration as: \[{\Delta{Q_i} = -\frac{\sum_{j=1}^{p_i}
K_{ij}Q_j|Q_j|}{\sum_{j=1}^{p_i} 2K_{ij}Q_j^2}}\] where
*i* is the loop number, *j* is the pipe number, \({p_i}\) is the number of pipes in loop
*i* and \({\Delta{Q_i}}\) is the
flow adjustment to be applied to each pipe in loop *i* for the
next iteration. Pipes shared between loops receive adjustments from both
loops.

Input consists of pipe characteristics, pipe order and initial flows
for each loop, the number of iterations to perform, and the unit system
being used (only needed if fixed *K* values are not
provided).

Input for this system, assuming fixed *f* values, would look
like the following. (If fixed *K* values are provided, f, L and D
are not needed). These *f* values were estimated using \(ks=0.00025 m\) in the form of the Colebrook
equation for fully rough flows: \[\frac{1}{\sqrt{f}}=log\left(\frac{3.7}{\frac{ks}{D}}\right)\]
This simplification removes the velocity dependence of *f*.

```
<- data.frame(
dfpipes ID = c(1,2,3,4,5,6,7,8,9,10), #pipe ID
D = c(0.3,0.2,0.2,0.2,0.2,0.15,0.25,0.15,0.15,0.25), #diameter in m
L = c(250,100,125,125,100,100,125,100,100,125), #length in m
f = c(.01879,.02075,.02075,.02075,.02075,.02233,.01964,.02233,.02233,.01964)
)<- list(c(1,2,3,4,5),c(4,6,7,8),c(3,9,10,6))
loops <- list(c(.040,.040,.02,-.02,-.04),c(.02,0,0,-.02),c(-.02,.02,0,0)) Qs
```

Running it and looking at the output after three iterations:

```
<- hardycross(dfpipes = dfpipes, loops = loops, Qs = Qs, n_iter = 3, units = "SI")
ans ::kable(ans$dfloops, digits = 4, format = "pipe", padding=0) knitr
```

loop | pipe | flow |
---|---|---|

1 | 1 | 0.0383 |

1 | 2 | 0.0383 |

1 | 3 | 0.0232 |

1 | 4 | -0.0258 |

1 | 5 | -0.0417 |

2 | 4 | 0.0258 |

2 | 6 | 0.0090 |

2 | 7 | 0.0041 |

2 | 8 | -0.0159 |

3 | 3 | -0.0232 |

3 | 9 | 0.0151 |

3 | 10 | -0.0049 |

3 | 6 | -0.0090 |

The output pipe data frame has added columns, including the flow (where direction is that for the first loop containing the segment).

`::kable(ans$dfpipes, digits = 4, format = "pipe", padding=0) knitr`

ID | D | L | f | Q | K |
---|---|---|---|---|---|

1 | 0.30 | 250 | 0.0188 | 0.0383 | 159.7828 |

2 | 0.20 | 100 | 0.0208 | 0.0383 | 535.9666 |

3 | 0.20 | 125 | 0.0208 | 0.0232 | 669.9582 |

4 | 0.20 | 125 | 0.0208 | -0.0258 | 669.9582 |

5 | 0.20 | 100 | 0.0208 | -0.0417 | 535.9666 |

6 | 0.15 | 100 | 0.0223 | 0.0090 | 2430.5356 |

7 | 0.25 | 125 | 0.0196 | 0.0041 | 207.7883 |

8 | 0.15 | 100 | 0.0223 | -0.0159 | 2430.5356 |

9 | 0.15 | 100 | 0.0223 | 0.0151 | 2430.5356 |

10 | 0.25 | 125 | 0.0196 | -0.0049 | 207.7883 |

While the Hardy-Cross method is often used with fixed *f* (or
*K*) values because it is used in exercises performed by hand,
the use of the Colebrook equation allows friction losses to vary with
Reynolds number. To use this approach the input data must include
absolute roughness. Example values are included here:

```
<- data.frame(
dfpipes ID = c(1,2,3,4,5,6,7,8,9,10), #pipe ID
D = c(0.3,0.2,0.2,0.2,0.2,0.15,0.25,0.15,0.15,0.25), #diameter in m
L = c(250,100,125,125,100,100,125,100,100,125), #length in m
ks = rep(0.00025,10) #absolute roughness, m
)<- list(c(1,2,3,4,5),c(4,6,7,8),c(3,9,10,6))
loops <- list(c(.040,.040,.02,-.02,-.04),c(.02,0,0,-.02),c(-.02,.02,0,0)) Qs
```

The effect of allowing the calculation of *f* to be
(correctly) dependent on velocity (via the Reynolds number) can be seen,
though the effect on final flow values is small.

```
<- hardycross(dfpipes = dfpipes, loops = loops, Qs = Qs, n_iter = 3, units = "SI")
ans ::kable(ans$dfpipes, digits = 4, format = "pipe", padding=0) knitr
```

ID | D | L | ks | Q | f | K |
---|---|---|---|---|---|---|

1 | 0.30 | 250 | 3e-04 | 0.0382 | 0.0207 | 176.1877 |

2 | 0.20 | 100 | 3e-04 | 0.0382 | 0.0218 | 562.9732 |

3 | 0.20 | 125 | 3e-04 | 0.0230 | 0.0224 | 723.1119 |

4 | 0.20 | 125 | 3e-04 | -0.0258 | 0.0222 | 718.1439 |

5 | 0.20 | 100 | 3e-04 | -0.0418 | 0.0217 | 560.8321 |

6 | 0.15 | 100 | 3e-04 | 0.0088 | 0.0248 | 2700.4710 |

7 | 0.25 | 125 | 3e-04 | 0.0040 | 0.0280 | 296.3990 |

8 | 0.15 | 100 | 3e-04 | -0.0160 | 0.0238 | 2590.2795 |

9 | 0.15 | 100 | 3e-04 | 0.0152 | 0.0239 | 2598.5553 |

10 | 0.25 | 125 | 3e-04 | -0.0048 | 0.0270 | 285.4983 |

Other functions have been added to the *hydraulics* package to
add some capabilities for calculations related to gradually- and
rapidly-varied flow. Additional documentation on these may be found in
the online reference Hydraulics and Water
Resources: Examples Using R.

GPL-3 2022-12-06 Ed Maurer