Water Hammer calculation is mobiledevicefriendly as of December 19, 2014
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Units in water hammer calculation: cm=centimeter, ft=foot, g=gram, gal=gallon (U.S.), GPa=GigaPascal, in=inch, kg=kilogram, km=kilometer, lb=pound, m=meter, min=minute, N=Newton, Pa=Pascal, s=second
Pipes do not have to be horizontal
Topics: Introduction Equations
Variables Discussion
Fluid properties, Pipe properties, Minor loss coefficients,
Pipe wall thickness Error Messages References
Introduction
Rapidly closing or opening a valve causes pressure transients in pipelines, known as water
hammer or hydraulic transients. Valve closure can result in pressures well over the steady state values,
while valve opening can cause seriously low pressures, possibly so low that the flowing
liquid vaporizes inside the pipe. Our water hammer calculation computes the maximum and minimum piezometric pressures (relative to atmospheric) in each pipe in a
pipeline as well as the time and location at which they occur. The hydraulic transient calculation is
helpful in design to determine the maximum (or minimum) expected pressures due to valve
closure or opening. If you are investigating the cause of pipe rupture, the
software can provide insight as to what the pressure may have been in the pipeline
during the rupture.
Our calculation simulates water hammer in a pipeline flowing full, bounded upstream by
a large reservoir and bounded downstream by a valve which discharges to the
atmosphere. The reservoir is assumed to be large enough to absorb changes in
pressure and remain at the same elevation during the transient. There can be up to
three pipes in series having different lengths and diameters but the same pipe material.
The time to close (or open) the valve is entered. Also, the hydraulic transient program
allows you to enter an intermediate time and % open so that the valve curve can be
represented by two piecewise linear equations, rather than a step function or single
linear function. If the valve is being opened, you must also enter the minor loss coefficient
(K) for the valve. Additional information can be
found in Equations, Variables, and Discussion.
Equations
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Mass conservation and momentum conservation are the fundamental equations used to analyze
hydraulic transients (water hammer). The boundary conditions consist of a large
reservoir at the upstream end of the pipeline and a valve at the downstream end
discharging to the atmosphere. The equations, subject to the boundary conditions,
are not readily solved analytically  a numerical solution is required. We used the
method of characteristics to obtain a solution. The method of characteristics is a
finite difference technique where pressures are computed along the pipe for each time
step. Our software automatically subdivides the pipe into sections (i.e. reaches
or intervals) and selects a time interval for computations. Computational accuracy
is enhanced by having lots of pipe sections and time steps; however, 2 or 3 digit accuracy
is generally obtained in a pipe having as few as 5 sections while 6 digit accuracy is
typically obtained with 50 sections. The number of pipe sections used is shown in
the calculation next to the pipe number after the calculation runs. You can
"force" the calculation to have more pipe sections by decreasing T_{max},
the total calculation time. Our software uses 100,000 pipe sections times time
steps, with a maximum of 1000 sections per pipe. The product 100,000 was selected to
provide maximum accuracy and fast computations. The Courant stability criterion is
used to determine the number of subsections versus time steps.
The following equations can be found in Chaudhry (1987), Fox (1989), Hwang and
Houghtalen (1996), and Wylie and Streeter (1978).
Mass Conservation and Momentum Conservation (V is
absolute value since velocity changes direction during the transient). Courant
stability condition for method of characteristics solution.
For each pipe:
Boundary and Initial Conditions:
If valve initially closed: Q(x,t=0)=0.
If valve initially open: Q(x,t=0)=Q_{max}
Valve closing or opening curves:
where Y(t) = 100 [K/K(t)]^{1/2}. Our water hammer calculation allows you to enter the
valve curve as two piecewise linear curves. See Discussion
for further explanation.
Variables
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Dimensions: F=Force, L=Length, M=Mass, T=Time
A = Pipe crosssectional area [L^{2}]. Up to three pipes can be used,
each with its own length and area. A_{n} = Area of the pipe furthest from
the reservoir. Computed.
c = speed of pressure wave (celerity) [L/T]. Different for each pipe.
Computed.
D = Diameter of each pipe [L]. D_{n} = Diameter of pipe furthest from
reservoir. Entered.
E = Composite elastic modulus [F/L^{2}]. Computed.
E_{f} = Elastic modulus of fluid [F/L^{2}]. Computed.
E_{p} = Elastic modulus of pipe material [F/L^{2}]. Computed.
f = DarcyWeisbach friction factor (obtained from Moody diagram) for each pipe.
Computed automatically using same method as in Design
of Circular Liquid or Gas Pipes.
g = Acceleration due to gravity = 9.8066 m/s^{2}.
h = Piezometric head in pipe (elevation + static head) [L] as a function of time and
distance relative to the valve elevation and relative to atmospheric pressure.
Computed.
H = Head in reservoir relative to elevation of valve [L]. Vertical distance between
valve and reservoir surface. Entered.
K = Minor loss coefficient for valve when flow rate is Q_{max}. Entered if
valve being opened.
K(t) = Minor loss coefficient as a function of time while valve is being opened or closed.
Computed.
L = Length of each pipe [L]. L_{n} = Length of last pipe (i.e. pipe furthest
from reservoir). Entered.
P = Piezometric pressure in pipe (elevation pressure + static pressure) [F/L^{2}]
relative to the valve elevation and relative to atmospheric pressure. Function of
time and distance. Computed.
P_{min}, P_{max} = Minimum and maximum piezometric pressures in each pipe
[F/L^{2}] relative to the valve elevation and relative to atmospheric
pressure. Computed.
Q, Q(t) = Flow rate in pipe as a function of time [L^{3}/T]. Computed.
Q_{max} = Steady state maximum flow rate in pipe [L^{3}/T], when
Y=100%. Entered.
t = Time [T].
T_{mid} = Intermediate time for user to enter Y_{mid}. T_{mid}
must be between 0 and T_{vlv}. Entered.
T_{vlv} = Valve opening or closing time. Time to achieve Y=100% for opening
or Y=0 for closure. Entered.
T_{max} = Maximum time for the calculation. Can be less than T_{vlv}.
P_{min} and P_{max} are found for each pipe in the time period up to T_{max}.
V = Velocity in pipe as a function of time and distance [L/T]. Computed.
w = Wall thickness of each pipe [L]. Entered.
x = Distance along pipes measured from the reservoir [L].
Y, Y(t) = % that valve is open. 100% does not have to be a completely open valve,
but it is the most that the valve is open for the transient. See Discussion for further information. Computed.
Y_{mid} = % that the valve is open at T_{mid}. Entered.
Discussion
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Reservoir Elevation, H
Physically, the reservoir should have a large enough area such that H does not change
significantly during the transient. H is considered to be constant.
Composite Elastic Modulus, E
The equation shown above for E assumes that the pipe undergoes no longitudinal stress
(Hwang and Houghtalen, 1996, p. 121). Though this may not seem realistic due to the
liquid pulling on the pipe walls, very little difference in the value for E occurs in our
equation compared to more complicated equations (see References)
which account for expansion joints, fixed pipe ends, etc.
Pipes  Number and Orientation
You may enter up to 3 pipes in series. They do not have to be telescoping (e.g. pipe
2 can have a larger diameter than pipe 1), and they don't have to be horizontal. The
calculation is valid for horizontal and nonhorizontal pipes. All pipes must be made
of the same material.
User can enter location to compute maximum and minimum pressure
Our calculation is set up to compute the overall P_{max} and P_{min}
for each pipe. However, say in the case of an actual pipe rupture, you may
need to know P_{max} or P_{min} at a specific location which may not
necessarily be where the overall P_{max} or P_{min} occurs. You can
do this by entering two pipes with the same diameter, with one of them being very
short. The two pipe lengths must add up to the actual pipe's length. Have the
short pipe located in the vicinity of the rupture.
Piezometric Head and Piezometric Pressure
Our calculation uses and computes piezometric heads and piezometric pressures. Even
though the calculation says "Min. Pressure in Pipe" and "Max. Pressure in
Pipe", these are piezometric pressures  not static pressures. (Due to space
considerations, the word "piezometric" was omitted from the headers.)
Head (h) has units of elevation (meters, feet). Pressure (P) has units such as
Pascal (N/m^{2}), psi (lb/in^{2}), or bars. We also allow pressure
to be output as meters of fluid or feet of fluid  which is actually a head rather than a
pressure. Pressure and head are related to each other by: P=ρgh (ρ
is the greek letter "rho" representing fluid density). Piezometric head =
elevation head + static pressure head. Piezometric pressure = elevation pressure +
static pressure. Static pressure is what people are usually referring to when they
ask, "What's the pressure in the pipe?" In our water hammer calculation,
the valve discharges to atmospheric pressure at an elevation of 0.0 m. Since the
valve discharges to atmospheric pressure, the static pressure at the discharge is 0.0 Pa
(we use pressures relative to atmospheric  also known as "gage pressure").
If your pipe is horizontal, then the elevation pressure and elevation
head are 0.0 everywhere in all pipes, and the pressures computed by the calculation are
the static pressures in the pipes. However, if the pipes are sloping, you need to
subtract off the elevation pressure from the computed piezometric pressure in order to
obtain static pressure. For example, let's say you run the calculation and the
maximum piezometric pressure in Pipe 1 is computed to be 166.3247 m at x=500 m. From
your pipe drawings, you know that this location is at an elevation of 50 m above the
valve. The static pressure head at x=500 m is thus: 166.3247  50 = 116.3247 m.
You can convert this to static pressure by (998.2 kg/m^{3})(9.8066 m/s^{2})(116.3247
m)(1 Ns^{2}/kgm)=1,138,696.5 N/m^{2} (assuming the fluid is water at 20^{o}C
with a density of 998.2 kg/m^{3}). Alternatively, instead of selecting
"Compute pressures in m of fluid", you could select "Compute pressures in
N/m^{2} or Pa". Then, the output maximum piezometric pressure in Pipe 1
is 1,628,144.2 Pa at x=500 m. Then the static pressure is computed as 1,628,144.2
N/m^{2}  (998.2 kg/m^{3})(9.8066 m/s^{2})(50 m) = 1,138,696.8 N/m^{2},
which is the same (barring roundoff error).
P_{max} and P_{min} at multiple locations along the
same pipe
P_{max} or P_{min} may occur at multiple locations along a pipe even
though the calculation only indicates one location. Usually this happens only when
the computed P_{max} or P_{min} has the same value as H (can be detected
if reservoir elevation and pressures have the same units). Splitting one pipe into
two pipes can provide additional values of P_{max} and P_{min} and their
locations for verification.
Discharge and Friction Factor
The valve is located at the end of the last pipe and discharges to the atmosphere.
The "steady Q at Y=100%" field that you enter is used to compute the initial
loss across the valve if the valve is initially open (i.e. if the valve is being closed)
and to compute the friction factor (f) for both the valve opening and closing
scenarios. Chaudhry (1987, p. 37) indicates that accuracy is sufficient if the
maximum steady state flow rate is used to compute f, rather than recomputing f every
distance and time increment as flow rate changes.
Valve
The valve minor loss coefficient (K) only needs to be entered if the valve is being
opened. If the valve is being closed, then the reservoir elevation (H), atmospheric
pressure boundary beyond the valve, and Q_{max} provide sufficient information to
compute pressures.
If the valve is only going to be opened halfway, enter K for a
halfopen valve. If the valve will be opened completely, enter K for a fully open
valve.
To determine the valve curve: mathematically the valve curve is Y(t) =
100 [K/K(t)]^{1/2}. However, physically it may be very difficult to
determine how K changes with time as the valve is opened or closed. A method for
computing K(t) is to run several steady state flow tests through the piping system with
different valve openings: measure pressure (P) just upstream of the valve and flow rate (Q)
for each valve setting. Then,
where A is the pipe area (not the flow area inside the valve).
If it is more convenient, using Y(t)=A_{v}(t)/A_{v} is an adequate
approximation for the valve curve  where A_{v} is the valve area through which
water flows (not the pipe area). If finding A_{v}(t) or K(t) is too
difficult, you can enter various valve curves and see if there is much difference in the
computed pressures.
Courant Stability Criterion
The Courant stability criterion shown in equations is a necessary
criterion for numerical solutions that vary in space and time, like the water hammer
calculation. Our program automatically satisfies this criterion. However,
satisfying the criterion can result in reducing the number of distance intervals
(sections) into which each each pipe is split. This can decrease accuracy.
There is a tradeoff between time intervals and distance intervals with the product being
100,000, which we set to maximize accuracy while keeping the calculation fast. For 2
or 3 digit accuracy, try to have at least five pipe sections in each pipe (the number of
pipe sections is output next to the pipe number when the calculation is run). 50
sections gives about 6 digit accuracy. The hydraulic transient software will run if there are at
least 2 sections in each pipe. Reducing T_{max} will increase the number of
pipe sections.
Fluid Properties, Pipe Properties, Minor Loss Coefficients, and Pipe Wall Thickness
Top of Page
Fluid Properties
Fluid density, viscosity, and elastic modulus provided by the dropdown menus in
the calculation, have been compiled from the closed conduit pipe flow references shown on
our literature web page.
Pipe Properties
Pipe material roughness, provided by the dropdown menus in the calculation, have been
compiled from the closed conduit pipe flow references shown on our literature web page. Pipe elastic moduli
have been compiled from the references shown below.
Minor Loss Coefficients References for K values
Valve 
Minor Loss Coefficient, K 
Valve 
Minor Loss Coefficient, K 
Globe, 100% open 
10 
Angle, 100% open 
5 
Gate, 100% open 
0.2 
Ball, 100% open 
0.05 
Gate, 75% open 
1.2 
Ball, 67% open 
5.5 
Gate, 50% open 
5.6 
Ball, 33% open 
210 
Gate, 25% open 
25 


Pipe Wall Thickness (adapted from Glover, 1996)
Glover (1996) provides a fairly complete list of pipes and their wall thickness. The
tables below are a sampling adapted from Glover.
Plastic Pipe: PVC & CPVC
Schedule 40 
Plastic Pipe: PVC & CPVC
Schedule 80 
Nominal size (inch) 
Actual inside diameter (inch) 
Wall thickness (inch) 
Nominal size (inch) 
Actual inside diameter (inch) 
Wall thickness (inch) 
0.5 
0.622 
0.109 
0.5 
0.546 
0.147 
1 
1.049 
0.133 
1 
0.957 
0.179 
2 
2.067 
0.154 
2 
1.939 
0.218 
4 
4.026 
0.237 
4 
3.826 
0.337 
8 
7.981 
0.322 
8 
7.625 
0.500 
12 
11.938 
0.406 
12 
11.376 
0.687 

Steel Pipe: Schedule 40 
Nominal size (inch) 
Actual inside diameter (inch) 
Wall thickness (inch) 
Nominal size (inch) 
Actual inside diameter (inch) 
Wall thickness (inch) 
0.5 
0.622 
0.109 
1 
1.049 
0.133 
2 
2.067 
0.154 
4 
4.026 
0.237 
8 
7.981 
0.322 
12 
11.938 
0.406 
16 
15.000 
0.5 
20 
19.250 
0.375 
24 
22.626 
0.687 
30 
28.500 
0.750 
36 
34.500 
0.750 
42 
40.5 
0.750 

Copper Pipe: Type K 
Copper Pipe: Type L 
Nominal size (inch) 
Actual inside diameter (inch) 
Wall thickness (inch) 
Nominal size (inch) 
Actual inside diameter (inch) 
Wall thickness (inch) 
0.5 
0.527 
0.049 
0.5 
0.545 
0.040 
1 
0.995 
0.065 
1 
1.025 
0.050 
2 
1.959 
0.083 
2 
1.985 
0.070 
4 
3.857 
0.134 
4 
3.905 
0.110 
8 
7.583 
0.271 
8 
7.725 
0.200 
12 
11.315 
0.405 
12 
11.565 
0.280 
Error Messages given by water hammer calculation
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"Q, T's, Res, Moduli, Dens, Visc must be >0".
Flow rate, times, reservoir elevation, elastic moduli of pipe and fluid, fluid density, and
viscosity must be positive.
"K must be >0". Valve minor loss coefficient must be positive.
"Y_{mid} must be: 0<Y_{mid}<100%". The intermediate point on the
valve curve must be in this range.
"T_{mid} must be: 0<T_{mid}<T_{vlv}". The intermediate time on the
valve curve must be greater than 0 but less than the valve opening (or closure) time.
"Pipe 1: L, D, Wall Thick must be >0". Pipe length, diameter,
and wall thickness must be positive.
"Pipe 2: L, D, Wall Thick must be >0". Same as above.
"Pipe 3: L, D, Wall Thick must be >0". Same as above.
"T_{max} must be >1e10 sec". Pressures must be computed for
greater than 10^{10} sec.
"Re or e/D out of range". Friction factor (f) can only be
computed if Reynolds number and roughness/diameter ratio are in the range of the Moody diagram.
"Reduce T_{max}". T_{max} (maximum time for computation of
pressures) must be reduced in order to have sufficient distance sections (i.e. intervals,
reaches). There is a tradeoff between time intervals and distance intervals with
the product being 100,000. In all cases, the program will be sure that the Courant stability condition is satisfied. For decent accuracy,
try to have at least five pipe sections in each pipe (the number of pipe sections is
output next to the pipe number when the calculation is run). The calculation will
run if there are at least 2 sections in each pipe. If there are less than 2 sections
per pipe, the message will be displayed.
"T_{max} too low". This message rarely occurs but has to do with the
precision of the calculation. We use double precision (the most precise) but
idiosyncrasies can still occur. Increase T_{max} to eliminate this
message.
"Reservoir elev too low". The reservoir elevation is too
low for the flow and valve settings to be physically achievable.
"Warning: P_{min}<P_{atm}/2". At least one of the computed minimum
pressures is less than half of atmospheric pressure (101325/2 N/m^{2} gage). The
equations used in the calculation don't care if pressure drops below 0.0 absolute, even
though in reality such pressures can never occur. The warning message indicates that the
results are not accurate below about half of atmospheric pressure. Note that P_{min}
and P_{max} are gage pressures (relative to atmospheric pressure).
References
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Chaudhry, M. Hanif. 1987. Applied hydraulic transients. Van Nostrand
Reinhold Co. 2ed.
Fox, J. A. 1989. Transient flow in pipes, open channels and sewers.
John Wiley and Sons.
Glover, T. J. 1996. Pocket Ref. Sequoia Publishing Inc. 2ed.
Hwang, Ned H .C. and Robert J. Houghtalen. 1996. Fundamentals of hydraulic
engineering systems. Prentice Hall.
LMNO Engineering, Research, and Software. 2009. Newsletter comparing water hammer
calculations.
Wylie, E. Benjamin and Victor L. Streeter. 1978. Fluid transients.
McGrawHill International Book Co.
© 20002014 LMNO Engineering, Research, and
Software, Ltd. All rights reserved.
Please contact us for consulting or other questions.
LMNO Engineering, Research, and Software, Ltd.
7860 Angel Ridge Rd. Athens, Ohio 45701 USA Phone and
fax: (740) 5921890
LMNO@LMNOeng.com http://www.LMNOeng.com

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