By Joe Evans, Pump Ed 101

In a previous issue, we used a hypothetical example to illustrate the onset and effects of waterhammer. In this issue, we will investigate its major causes and gain an even better perspective on the variables that contribute to its intensity.

Valve closure and opening

One of the primary causes of waterhammer is the abrupt closure of a valve. Figure 1 shows a main pipeline with a branch circuit that is fed by a “Tee”. At the end of the branch is a valve. The black arrows show the flow direction in the primary and branch lines, and the blue arrow is the length of the branch line.

The valve acts as the primary barrier but this time the secondary barrier, is the “Tee” itself. If water is flowing in the branch line and the valve is closed quickly, a shock wave will develop. Its inception follows the same sequence of events seen in our hypothetical example. One small difference is that some of the intensity of the waves will be lost in the “Tee” as it is open to the main pipeline on either side. Still, a significant portion will be reflected back towards the valve.

A major difference, in this example, is that we have some control over the valve closure time (in our hypothetical example the valves closed at nearly the speed of light). And, as you will see, closure time has a significant effect on the inception and intensity of waterhammer.

In addition, two other variables — flow velocity and pipeline length — are also major factors. The equation P = 0.07 (VL / t) shows the relationship of these three variables and their effect. “P” is the additional pressure generated by the shock wave, “V” is the flow velocity in ft/sec, “L” is the pipe length between the barriers in feet, and “t” is the valve closing time in seconds. 0.07 is the derived constant used to convert the combined variables into pressure. The additional pressure created by the shock wave is directly proportional to flow velocity and pipeline length, and inversely proportional to closure time.

Figure 1

In other words, higher values of V and/or L will increase pressure, while higher values of t will result in a decreased pressure.

The table below shows the results we obtain from this equation when using differing velocities, pipe lengths and closure times. For V the values are five and ten ft/sec, for L they are 100 and 1000 ft, and for t we will use one and two seconds. In each example we will keep two of the variables constant.

Both columns of the table illustrate the proportional influence of velocity and length — pressure increases as they increase. The lower values seen in the right hand column illustrate the inverse relationship of time — these pressures are half those seen in the left hand column because the closure time has doubled.

The value of L is often fixed and depends upon the application, but we can exercise substantial control over the other two variables. By doing so, we can eliminate or greatly reduce the effect of waterhammer.

Pipe diameter and the elasticity of its material also influence the pressure generated. Larger diameters and more elastic materials absorb some of the intensity of the shock waves, and therefore reduce the pressure generated. Many pipe manufacturers publish curves or tables that show the potential waterhammer pressure increase for various pipe diameters and materials.

Suppose, for a moment, that the branch line valve is closed. If it is opened quickly, we can get an effect similar to that of quick closing. When the valve is opened quickly, the branch line sees an immediate drop in pressure and incoming water from the main line accelerates the previously static column.

As friction and other factors restrict its flow, the forward portion of the column can act
as the initial barrier and give rise to waterhammer. Usually, its effect is much smaller than that of valve closure and is often referred to as a “surge”. Still, under certain conditions, this surge can be damaging.

In the previous article, I mentioned that the effects of waterhammer can be more significant in low pressure systems. The additional pressure generated by a shock wave is proportional to the length of the pipe and velocity of the water flowing in it and is completely independent of its operating pressure.

Therefore, the shock wave created in a thousand foot pipe flowing at 5 fps will be the same whether the operating pressure is 50 PSI or 200 PSI. There is a difference though. The ratio of shock pressure to design pressure can be quite a bit higher in the low pressure system — thus the potential for damage can be greater in the lower pressure system.

Pump starts and stops

In many large pumping systems it is normal procedure to start a pump against a closed discharge valve. Once the pump is up to full speed, the valve is opened slowly, flow is initiated, and then increases to its maximum as the valve continues to open. This procedure is reversed when a pump is stopped. Starting and stopping against a valve that is opened or closed will slowly inhibit the
initiation of waterhammer.

Depending upon the installation, the discharge valve may be operated manually or by some automatic mechanism. One of the shortcomings of manually operated valves occurs during a power outage. When a pump motor loses power, the reduction in pump speed and flow from its discharge occur rapidly. The resulting change of kinetic energy to that of  pressure can produce waterhammer waves in the discharge line.

Additionally, as the water column reverses direction, the impeller will begin to accelerate backwards. When it reaches its maximum reverse speed, backwards flow is reduced and an additional pressure surge is created.

In most pressure boost applications, a “spring loaded” check valve is installed at or near the pump discharge and remains closed when the pump is idle. When the pump is started, flow does not begin until the pressure it generates exceeds the pressure on the downstream side of the closed valve.

If the downstream pressure is not allowed to decrease below a certain minimum, flow increases slowly and waterhammer inception is avoided or reduced significantly. When the pump stops, an unexpected event occurs — a quick closing valve actually inhibits, rather than initiates, waterhammer!

In this particular instance, the spring provides quick closure of the valve and thus prevents the water column from changing direction due to the higher downstream pressure. Even though there is an abrupt change in flow, pressure remains relatively constant throughout the downstream column. If a standard check valve was installed the water column would accelerate backwards, slam the check closed and initiate a shock wave.

Today, VFD control is used in many applications to eliminate the inception of waterhammer during pump starts and stops. This technique, known as soft start and stop, is accomplished by ramping the motor speed up or down over a period of seconds. This allows the flow velocity to increase or decrease much more slowly than it would during across the line starts and stops.

Water column separation and closure

So far our discussion of waterhammer has dealt with something we call single phase systems. In these systems, water remains in a single state (liquid in our examples) regardless of the changes in the hydraulic conditions. The shock waves generated by single phase systems are due to an abrupt change in flow and the resulting transformation of kinetic energy.

The waterhammer generated by water column separation and closure is a two phase process. In a two phase system, water changes state and can exist both as a liquid and a vapor within the same confined volume. This phase change can take place whenever the pressure in a pipeline is reduced to that of the vapor pressure of the water.

When a pressure drop occurs, the water column can become separated, in one or more locations, by a pocket of water vapor. When the pressure rises above the vapor pressure the column rejoins or closes and can create a high-pressure wave. Water column separation, by itself, can cause problems in very large diameter or thin wall pipes (they can collapse), but the waterhammer that arises during closure is the more common problem.

Water column separation can occur when a pump is stopped and the water column reverses direction, or in condensate lines where high temperatures can mitigate the need for a large pressure drop. Although both forms can be extremely damaging, condensate lines tend to be far more dangerous. The shock waves generated by column closure can travel in opposite directions and if they hit secondary barriers they can be redirected back towards one another.

It would not be unusual for these reflected waves to increase in intensity when they collide. This is certainly the case with water and voltage waves, and may account for the often greater damage resulting from closure initiated waterhammer.

Joe Evans has been in the pumps industry since 1986 and is passionate about the sharing of knowledge within the industry. To read more of his insights into the world of pumping, visit www.pumped101.com.

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