NEBRASKA

STOCKWATER PIPELINE HANDBOOK

April 2008

USDA Natural Resource Conservation Service

 PREFACE
April 2008

This version of the NEBRASKA STOCKWATER PIPELINE HANDBOOK is a compilation of

the Montana Stockwater Pipeline Manual (dated January 1992) and Nebraska Supplements
that were created for use with the MSPL. This handbook is still largely a work of Montana with
Nebraska supplements and re-written chapters.

In most cases “Montana” was replaced with “Nebraska”; tables and figures were updated to
reflect Nebraska criteria; amendments and examples added; and data sheets changed.

This handbook is only a guide; it does not contain policy. Actual requirements and criteria
for livestock pipelines are contained in the National Conservation Planning Manual (NCPM)
and in Section IV of the Field Office Tech Guide (FOTG). It is a supplement to the
ENGINEERING FIELD HANDBOOK (EFH), CHAPTER 3, HYDRAULICS.
 NEBRASKA STOCKWATER PIPELINE HANDBOOK

TABLE OF CONTENTS

CHAPTER 1 - INTRODUCTION
PART 1.1 PURPOSE AND OBJECTIVES 1-1
PART 1.2 GENERAL 1-1

CHAPTER 2 - PLANNING CONSIDERATIONS

PART 2.1 GENERAL 2-1
PART 2.2 PLANNING PROCEDURE 2-3
PART 2.3 WATER QUALITY REQUIREMENTS 2-5
PART 2.4 DESIGN FLOW UPDATE 2-6
PART 2.5 WATER STORAGE REQUIREMENTS 2-9
PART 2.6 SOURCE OF WATER 2-10

CHAPTER 3 - PIPELINE SYSTEM TYPES

PART 3.1 GENERAL 3-1
PART 3.2 GRAVITY SYSTEM 3-1
PART 3.3 AUTOMATIC PRESSURE SYSTEM 3-3
PART 3.4 TIMED OR MANUAL PRESSURE SYSTEM 3-3
PART 3.5 FLOAT SWITCH OPERATED PRESSURE SYSTEM 3-3
PART 3.6 ALL YEAR VERSUS SUMMER PIPELINE 3-9

CHAPTER 4 - PIPELINE ROUTE SELECTION AND SURVEYS

PART 4.1 ROUTE CONSIDERATIONS 4-1
PART 4.2 ROUTE SURVEYS-GENERAL 4-1
PART 4.3 ENGINEERING INSTRUMENT SURVEY 4-2
PART 4.4 USE OF USGS QUAD SHEETS 4-2
PART 4.5 ALTIMETER 4-3

CHAPTER 5 - PIPE MATERIALS SELECTION

PART 5.1 GENERAL 5-1
PART 5.2 PLASTIC PIPE CHARACTERISTICS 5-1
PART 5.3 POLYVINYL CHLORIDE (PVC) PLASTIC PIPE 5-2
PART 5.4 POLYETYLENE (PE) PLASTIC PIPE 5-3
PART 5.5 ACRYLONITRILE-BUTADINE-STYRENE (ABS) PLASTIC PIPE 5-4
PART 5.6 POLYBUTYLENE (PB) PLASTIC PIPE 5-4
PART 5.7 STEEL PIPE 5-4
PART 5.8 FRICTION LOSS IN PIPING SYSTEM AT THE PUMP 5-5
PART 5.9 PIPE FRICTION LOSS TABLES 5-7

CHAPTER 6 - PRESSURE AND SURGE CONTROL

PART 6.1 PIPELINE PRESSURE CONTROL 6-1
PART 6.2 SURGE CONTROL 6-6

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 TABLE OF CONTENTS (continued)

CHAPTER 7 - AIR CONTROL

PART 7.1 GENERAL 7-1
PART 7.2 AIR GAS PROBLEM 7-1
PART 7.3 AIR IN LOW HEAD GRAVITY PIPELINES 7-3
PART 7.4 AIR CONTROL IN HIGH HEAD, LONG PIPELINES 7-3
PART 7.5 HOW AIR VALVES WORK 7-8
PART 7.6 AIR VALVE INSTALLATION 7-12

CHAPTER 8 - SYSTEM ACCESSORIES

PART 8.1 SPRING FED PIPELINE ENTRANCE 8-1
PART 8.2 WELLS AND SUMPS 8-5
PART 8.3 PUMPS 8-6
PART 8.4 PRESSURE TANKS 8-25
PART 8.5 PRESSURE SWITCHES 8-37
PART 8.6 ELECTRICAL PUMP CONTROL EQUIPMENT 8-38
PART 8.7 STOCKWATER TANKS 8-42
PART 8.8 STORAGE TANKS 8-61
PART 8.9 PIPELINE DRAINS 8-68

CHAPTER 9 - HYDRAULIC DESIGN PROCEDURES

PART 9.1 GENERAL 9-1
PART 9.2 EXAMPLE 1, LOW HEAD GRAVITY SYSTEM 9-1
PART 9.3 EXAMPLE 2, PUMPED AUTOMATIC PRESSURE PIPELINE 9-5
PART 9.4 EXAMPLE 3, TIMER OR MANUALLY OPERATED PRESSURE 9-11
SYSTEM
PART 9.5 EXAMPLE 4, PRESSURE REDUCER 9-18

CHAPTER 10 - STOCKWATER PIPELINE INSTALLATION

PART 10.1 TRENCHING 10-1
PART 10.2 PIPE JOINTS 10-3
PART 10.3 INSPECTION DURING CONSTRUCTION 10-3
PART 10.4 MEASUREMENT FOR PAYMENT 10-4

CHAPTER 11 - OPERATION AND MAINTENANCE

PART 11.1 GENERAL 11-1
PART 11.2 WINTERIZING 11-1
PART 11.3 OPERATION AND MAINTENANCE PLAN 11-1

APPENDICES
APPENDIX A WORKSHEETS
APPENDIX B COMPUTER PROGRAMS
APPENDIX C MATERIALS SOURCES
APPENDIX D PLANNING AND DESIGN GUIDE

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 CHAPTER 1

INTRODUCTION
 CHAPTER 1 - INTRODUCTION

TABLE OF CONTENTS

PART 1.1 PURPOSE AND OBJECTIVES 1-1

PART 1.2 GENERAL 1-1
NE Stockwater Pipeline Handbook Introduction

CHAPTER 1
INTRODUCTION

1.1 PURPOSE AND OBJECTIVES

The purpose of the Nebraska Stockwater Pipeline Handbook is to provide Natural
Resources Conservation Service (NRCS) personnel and others, where appropriate, with
detailed technical information and procedures which may be used for planning, design
and management of stockwater pipelines in Nebraska.
Stockwater pipelines are installed to (1) improve the beneficial use of rangeland by
providing better distribution of livestock, (2) prevent loss of water by evaporation and
seepage, (3) maintain and improve the plant community, and (4) prevent erosion
resulting from overgrazing near water sources.
This handbook is only a guide; it does not set NRCS policy or standards. Policy and
standards are set by NRCS documents such as the National Planning Manual, the
National Engineering Manual, and the practice standards as contained in Section 4 of
the Field Office Technical Guide (FOTG).
FOTG standards and specifications must be used in conjunction with conservation
practices and procedures covered by this handbook. Best available procedures and
data should always be used, whether or not they are in this handbook.

1.2 GENERAL
Stockwater pipelines come in many configurations and sizes in Nebraska. They may
consist of anything from a short piece of pipe between a spring and stock tank, to many
miles of pipelines, with pressures as high as 500 psi. Design may be as critical for a
short pipeline as for a long one.
Consider what can happen if a pipeline fails. If there is little or no backup water
available in a field, and the problem is not discovered promptly, livestock may die.
During hot, dry weather, a cow can only last three or four days without water.
A stockwater pipeline can be a great improvement over existing watering systems.
Stockwater ponds tend to dry up at the worst times; windmills often don't work when they
are needed, and hauling water is unpopular and time consuming. On the other hand, a
stockwater pipeline can be a very dependable water distribution system. Not only can it
be dependable, but good quality water can be delivered to optimum locations to promote
good grazing distribution and healthy animals.
Planning and design of a stockwater pipeline may be complex, and pipelines can be a
significant investment. It is very important that they be properly planned and designed,
and be as economical as possible. This handbook is dedicated to providing some of the
information and tools needed to get this job done.

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 CHAPTER 2

PLANNING CONSIDERATIONS
 CHAPTER 2 - PLANNING CONSIDERATIONS

TABLE OF CONTENTS

PART 2.1 GENERAL 2-1

PART 2.2 PLANNING PROCEDURE 2-3
2.2.1 Objectives 2-3
2.2.2 Resource Inventory 2-3
2.2.3 System Alternatives 2-4
2.2.4 Landuser decisions 2-4
2.2.5 Implementation 2-4
2.2.6 Followup 2-4
PART 2.3 WATER QUANTITY REQUIREMENTS 2-4
PART 2.4 DESIGN FLOW RATE 2-6
PART 2.5 WATER STORAGE REQUIREMENTS 2-9
PART 2.6 SOURCE OF WATER 2-10
2.6.1 Springs 2-10
2.6.2 Surface Source 2-11
2.6.3 Well 2-11
2.6.4 Water Quality 2-11

FIGURES

Figure 2.1 Stockwater Pipeline Planning Procedure 2-2

Figure 2.2 Flow Rate for Daily Needs (Supplied in 4 hrs) 2-6
Figure 2.3 Flow Rate for Daily Needs (Supplied in 6 hrs) 2-7
Figure 2.4 Flow Rate for Daily Needs (Supplied in 12 hrs) 2-8

TABLES

Table 2.1 Minimum Daily Stockwater Requirements 2-5

Table 2.2 Maximum Water Facility Spacing 2-5
Table 2.3 Total Daily Stockwater Requirements 2-9
Table 2.4 Round Stock Tank Storage Capacity 2-10
Table 2.5 Use of Saline Water for Livestock 2-13
Table 2.6 Effects of Nitrates on Livestock 2-14
NE Stockwater Pipeline Handbook Planning Considerations

CHAPTER 2
PLANNING CONSIDERATIONS

2.1 GENERAL
When planning a stockwater pipeline, it is always important to follow good resource planning procedures.
Figure 2.1 illustrates the NRCS planning process as it relates to stockwater pipelines. The planning
processes must be followed, even when we are involved with a system where the landowner knows
exactly what he/she wants, and we are in a rush to get the job done.
To do otherwise frequently leads to such problems as:
• System that does not meet resource conservation needs

• System that does not meet the needs of the cooperator

• System that cannot later be expanded

• An overly expensive system

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 Figure 2.1
STOCKWATER PIPELINE PLANNING PROCEDURE

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NE Stockwater Pipeline Handbook Planning Considerations

2.2 PLANNING PROCEDURE

2.2.1 Objectives
Find out about the landowner's objectives. Does he/she want a more dependable supply of water, better
grazing distribution, better water, or what? We also need to remember why we are involved and our
objectives. Our objectives are to maintain the resource base, and enhance the environment. We
accomplish this by aiding the landuser in the development of a Resource Management System (RMS).
These objectives should be clearly in mind before we start the next step.
2.2.2 Resource Inventory
Information which must be obtained when planning a stockwater pipeline system includes:
• The annual grazing period, including whether or not the pipeline will need to operate in freezing
weather.

• The types and maximum number of livestock which will use water at any given time.

• Future expansion and management considerations.

• The type of grazing system to be used.

• The area to be serviced by the pipeline.

• Location and details of existing water sources in the area to be serviced by the pipeline.

• Reliability and quality of existing water sources in the area to be serviced by the pipeline.

• Location, reliability and quality of water source or sources which may be used as a supply for the
pipeline.

• Desirable watering locations based on an analysis of range use patterns, range conditions,
geology, and topography.

• Geologic considerations including location of shallow bedrock, unstable soils, coarse gravel
subsoils, old slide areas, wetland areas, sharp breaks in slope, etc.

• If wetland areas are to be traversed, a determination as to requirements or limitations involved in

crossing the wetland.

• Property line and ownership considerations.

• Topographic information, including any necessary engineering surveys or study of topographic

maps.

The worksheet illustrated in Appendix A, Planning Worksheet may be used as an aid in obtaining
necessary resource information.

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2.2.3 System Alternatives
Even though the landowner may have a very specific system in mind, all reasonable alternatives should
be considered to assure that the appropriate alternative is selected.
Economic considerations are usually a major factor in determining stockwater system alternatives. It is
important to consider upgrading existing water sources; such as ponds, spring developments, and
windmills, as alternatives to an extensive stockwater pipeline system, or as a backup to the pipeline
system in the event of failure.
The use of average cost data, computer spreadsheets, and specialized computer programs can aid in
analyzing various pipeline alternatives. These aids should be used whenever possible to save time and
effort.
2.2.4 Landuser Decisions
We sometimes forget to determine the landuser's final decisions before proceeding with detailed pipeline
design. Good, appropriately timed communication with the landuser is always critical to success of the
project. To do otherwise will usually waste everyone's time and money.
2.2.5 Implementation
Implementation of the Resource Management System includes preparation of detailed plans for such
practices as fencing, range reseeding, and planned grazing system; as well as design and preparation of
pipeline and tank drawings, specifications, quantities, cost estimates, and operation and maintenance
plans for the pipeline. It also includes required inspection during application and construction.
2.2.6 Followup
Pipelines can be complex and may sometimes experience problems. We must be constantly alert for
problems such as waterhammer, freezing pipes, erosion, low flows, and improperly functioning valves so
that they can be corrected, and avoided in future jobs. This means that we must maintain contact with
the landowner and re-visit some of the pipelines after they have operated for a period of time.

2.3 WATER QUANTITY REQUIREMENTS

The quantity of supplemental stockwater required during any given period depends on the type and
number of stock, climatic conditions and amount of natural water available. It has also been found that
water usage is higher for stock in an intensive grazing system.
Table 2.1 provides guidelines pertinent to water requirements of water facilities.
Table 2.2 provides guidelines pertinent to spacing of facilities
In general, the recommended daily water requirements of livestock in Nebraska are as follows:

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NE Stockwater Pipeline Handbook Planning Considerations

Table 2.1
Minimum Daily Stockwater Requirements

Conventional Water Facility Intensive Water Facility

Livestock Type
Application (gal/day) Application (gal/day)

Cow 12 17
Cow & Calf 15 20
Dairy Cow (lactating) 25 30
Horse 15 20
Buffalo 20 25
Sheep 1.5 3
Goats 1.5 3
Hogs 1.5 3
Deer 1.5 -
Antelope 1.5 -
Elk 6 -

These are minimum volumes. If livestock are larger than average or there are other planning issues, the
volume of storage should be increased accordingly.

Table 2.2
Maximum Water Facility Spacing

Conventional Water Facility Intensive Water Facility maximum

Type of Terrain
Maximum Travel Distance Travel Distance1

Rough ½ mile 1/8 mile (660 feet)

Rolling ¾ mile 1/6 mile (880 feet)
Level 1 mile ¼ mile 2
1
Livestock must be checked daily
2
Assumes there are no visual obstructions in any direction between the livestock and the watering facility.
If there are visual obstructions for an intensive water facility application, then use maximum travel
distance for rolling terrain.

There will usually be water lost to evaporation and spillage at drinking tanks and troughs. Evaporation
from a water surface can amount to as mush as 0.22 inches per day in northeastern Nebraska, 0.25
inches per day in the panhandle and sandhills, and 0.28 inches per day in southwestern Nebraska during
the summer months of the year.
In intensive water facility applications, the livestock will water more often and more spillage will occur. It
is critical that the water supply meets the water demand. To account for these losses and demand, the
minimum daily water requirements shown in Table 2.1 were increased for intensive water facility
applications.

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2.4 DESIGN FLOW RATE
The minimum pipeline design flow rate must be at least equal the flow rate, in gallons per minute,
required to provide the peak daily water requirements in a 24-hour period, for the maximum number of
livestock in the pasture. It is often desirable to design for a higher flow rate to allow tanks to refill more
rapidly during times of peak usage. Reasonable practice is to design pipeline flow rates to provide the full
daily water needs in a 4-hour, 6-hour, or 12-hour period.
Figure 2.2 thru 2.4 shows flow rates required to meet daily needs in a 4-hour, 6-hour, and 12-hour period.
These charts assume a 10 percent loss for evaporation and waste.

Figure 2.2
FLOW RATE REQUIRED FOR DAILY NEEDS (SUPPLIED IN 4 HRS)

Based on Additional 10% for Evaporation and Waste

Required Flow Rate

Supplied in 4 hours
100

90
25
gal/day/head
80
20
70
Flow Rate (gpm)

60
15
50
12
40

30
6
20

10 1.5

0
0 100 200 300 400 500 600 700 800 900
Number of Stock Using System

EXAMPLE:
Given: Conventional grazing system with 200 Dairy Cows.
Find: Design flow rate meeting daily water requirements in a 4-hour period.
Solution:
From Table 2.1: 25 gal/day/head required during peak use period.
From Figure 2.2: Minimum flow requirement is 22.9 gpm.

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NE Stockwater Pipeline Handbook Planning Considerations

Figure 2.3
FLOW RATE REQUIRED FOR DAILY NEEDS (SUPPLIED IN 6 HRS)

Based on Additional 10% for Evaporation and Waste

Required Flow Rate

Supplied in 6 hours
70

60 gal/day/head

25
50
Flow Rate (gpm)

20
40

15
30
12

20
6

10
1.5

0
0 100 200 300 400 500 600 700 800 900
Number of Stock Using System

EXAMPLE:
Given: Conventional grazing system with 300 Cows.
Find: Design flow rate meeting daily water requirements in a 6-hour period.
Solution:
From Table 2.1: 12 gal/day/head required during peak use period.
From Figure 2.2: Minimum flow requirement is 11.0 gpm.

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 Figure 2.4
FLOW RATE REQUIRED FOR DAILY NEEDS (SUPPLIED IN 12 HRS)

Based on Additional 10% for Evaporation and Waste

Required Flow Rate

Supplied in 12 hours
35

30 gal/day/head 25

25
20
Flow Rate (gpm)

20
15

15 12

10
6

5
1.5

0
0 100 200 300 400 500 600 700 800 900
Number of Stock Using System

EXAMPLE:
Given: Conventional grazing system with 150 Cow/calf pairs.
Find: Design flow rate meeting daily water requirements in a 12-hour period.
Solution:
From Table 2.1: 15 gal/day/head required during peak use period.
From Figure 2.2: Minimum flow requirement is 3.4 gpm.

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NE Stockwater Pipeline Handbook Planning Considerations

2.5 WATER STORAGE REQUIREMENTS

Table 2.3 shows approximate total stockwater requirements during a peak usage day. This table
provides for an additional 10 percent allowance for evaporation and spillage.
The capacity of the pipeline supplied water storage facilities within a pasture must be determined on an
individual basis in close consultation with the operator. In general, water storage capacity or other water
sources in a pasture should be provided to meet water requirements for a minimum of three days where
water supply, pipeline, power or pump failure could cause loss of pipeline supplied water. Minimum
storage volume will depend the reliability of the source, the hazards of exposure of the pipeline, reliability
of the supply, management provided by the operator and how easy it is to move livestock if the water
supply fails.
These factors should be thoroughly discussed with the operator.

Table 2.3
TOTAL DAILY STOCKWATER REQUIREMENTS

Gallons/Day
Based on Additional 10% for Evaporation and Waste
Number of
WATER REQUIREMENTS - Gallons/Day/Head
Stock
Using
System 2 8 12 15 20 25
25 55 220 330 413 550 688
50 110 440 660 825 1,100 1,375
75 165 660 990 1,238 1,650 2,063
100 220 880 1,320 1,650 2,200 2,750
125 275 1,100 1,650 2,063 2,750 3,438
150 330 1,320 1,980 2,475 3,300 4,125
175 385 1,540 2,310 2,888 3,850 4,813
200 440 1,760 2,640 3,300 4,400 5,500
250 550 2,200 3,300 4,125 5,500 6,875
300 660 2,640 3,960 4,950 6,600 8,250
350 770 3,080 4,620 5,775 7,700 9,625
400 880 3,520 5,280 6,600 8,800 11,000
450 990 3,960 5,940 7,425 9,900 12,375
500 1,100 4,400 6,600 8,250 11,000 13,750
600 1,320 5,280 7,920 9,900 13,200 16,500
700 1,540 6,160 9,240 11,550 15,400 19,250
800 1,760 7,040 10,560 13,200 17,600 22,000
900 1,980 7,920 11,880 14,850 19,800 24,750
1000 2,200 8,800 13,200 16,500 22,000 27,500

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Table 2.3 tabulates storage capacity for round stock tanks.

Table 2.4
ROUND STOCK TANK STORAGE CAPACITY

Gallons

Tank TANK DEPTH (feet)

Diameter (Filled to within 3" of top)
(feet) 1.0 1.5 2.0 2.5 3.0 3.5
4 70 117 164 211 258 305
6 159 264 370 476 582 687
8 282 470 658 846 1,034 1,222
10 441 734 1,028 1,322 1,615 1,909
12 634 1,057 1,480 1,903 2,326 2,749
15 991 1,652 2,313 2,974 3,635 4,296
20 1,762 2,937 4,112 5,287 6,462 7,637
25 2,754 4,589 6,425 8,261 10,096 11,932
30 3,965 6,609 9,252 11,896 14,539 17,182
36 5,710 9,516 13,323 17,130 20,936 24,743
40 7,049 11,749 16,448 21,148 25,847 30,546

When using a tank not similar to the above round stock tank (i.e. rubber tire tank), use sound engineering
judgment or appropriate worksheets to determine available storage.
Where a windmill is involved, and other water sources are not available, a minimum of 10 days' livestock
water requirement plus about 10% evaporation and spillage loss should be provided in storage tanks,
when feasible.
There is no hard and fast rule as to how much emergency water storage is adequate. Much depends on
how the operator operates. For example, if livestock is checked every couple of days, less storage would
be required than if checked only once a week.
Storage also depends on how easy it would be to move the stock to another field where water is located,
should the water supply in the field where the stock is located be interrupted.
The determination of adequate emergency storage is a management decision that should be made with
the operator after thorough discussion of all factors involved.

2.6 SOURCE OF WATER

Water for stocklines usually is obtained from wells or springs. Occasionally a surface source is used.
2.6.1 Springs
Springs often have varying degrees of dependability. If it is proposed that an extensive pipeline be run
from a spring, the spring should be developed and used for a couple of years to prove its yield and
dependability before installing an extensive pipeline.
Sediment, moss, scum, fish, frogs, mice, and other solids must be excluded from spring pipelines to the
extent possible. Where the spring collection system allows entry of this type of material, a spring box with
screened pipe inlet must be employed. If a gravel/pipe type of collection system is used, a spring box is
usually not necessary.
2.6.2 Surface Source

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NE Stockwater Pipeline Handbook Planning Considerations

Special care must be used to exclude scum and sediment from pipelines using surface water as a source.
A screening or filtering device should always be used at the entrance to the pipeline. If sediment is a
problem, consider constructing a settling pond at the entrance to the pipeline.
2.6.3 Well
Some wells produce considerable amounts of sand. A sand separator should be installed at the
beginning of the pipeline in such a case. Sand separators are available through trickle irrigation supply
sources.
2.6.4 Water Quality
The following is taking from “Water Requirements for Pastured Livestock”- Prairie Farm Rehabilitation
Administration - Canada

Water quality can affect both total water consumption and the general health of the livestock. Elevated
water temperatures and objectionable taste and odor will discourage consumption, and reduced water
consumption will, in turn, result in a reduction of feed intake, with the net result being decreased weight
gain.

The most common water quality considerations that make water unsuitable for livestock consumption are
salinity (the concentration of various kinds of dissolved salts), nitrates, algae, and on rare occasions,
other factors such as alkalinity or pesticides.

Salinity
Dissolved salts can consist of any combination of calcium, magnesium, and sodium chlorides, sulfates
and bicarbonates. While all have slightly different effects on animal metabolism, none are particularly
worse than any other. Also, the effects of various salts seem to be additive, meaning that a mixture
seems to cause the same degree of harm as an equivalent concentration of a single salt. Animals seem
to have an ability to adapt to saline water to some extent, but abrupt changes may cause harm. Animals
may avoid drinking highly saline water for a number of days, followed by a period of high consumption
which causes illness or even death.

Nitrates
Water analyses generally report nitrates and nitrites together. Nitrate toxicity resulting exclusively from
water is rare, but is primarily of concern when combined with forages having high nitrate levels. Nitrates
themselves are not very toxic, but bacteria in ruminant animals (dairy and beef cattle) will convert the
nitrates to nitrite which reduces the blood’s ability to metabolize oxygen and effectively causes shortness
of breath and eventual suffocation.

Sulfates
Although sulfates can have a laxative effect, there is limited data available regarding their overall effect on
livestock health and productivity. It is generally felt that the presence of sulfates should seldom be a
problem in livestock water. However, in some rare cases involving very saline water, producers have lost
cattle due to a sulfate-related problem.

Alkalinity
Excessive alkalinity can cause physiological and digestive upset in livestock, but the level at which it
becomes troublesome and its precise effects have not been thoroughly studied. Most waters are alkaline
in nature, but fortunately, in only a few instances has it been found that a water source has been too
alkaline for livestock. Alkalinity is usually expressed as a concentration of Calcium Carbonate (CaCo3), in
parts per million (ppm) or milligrams per liter (mg/L).

Bacterial Contamination
Most water has varying levels of bacterial contamination, but such contamination does not generally
cause problems for livestock. Calves can sometimes suffer from Coccidiosis, which can lead to bloody
diarrhea, dehydration, weight loss, depression, and sometimes death. Elevated water sources and a
reasonable effort at maintaining cleanliness of watering facilities can reduce the potential for problem-
causing bacterial contamination.

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Algae
Certain species of algae (blue-green algae) can, under some circumstances, be toxic. At present, there is
no test available for these toxins. Other than possible toxicity, the presence of algae in livestock water
supplies will affect livestock indirectly by discouraging consumption due to reduced palatability (taste and
odor). Algae blooms can be prevented from occurring in a water supply by aerating the water and by
preventing excess nutrients (phosphorus, nitrogen) from entering the water. The primary sources of
nutrients that contribute to aquatic plant growth are animal excrement, fertilizers and organic matter like
grass, hay, leaves and topsoil.

Other Factors
Generally speaking, any surface water that can support a population of fish should not have dangerous
levels of pesticides or naturally-occurring toxic elements like heavy metals. However, there is growing
evidence that toxic compounds are present in many surface waters across the prairies. If there is any
reason to believe that a water source may have elevated levels of toxic compounds, they can be tested
for.

It is recommended that water samples from the intended source be analyzed to ensure that any problems
relating to water quality can be avoided.
The most common factors to consider are salinity and nitrates. Tables 2.5 and 2.6 describe tolerable
levels of these elements.

Table 2.5
USE OF SALINE WATER FOR LIVESTOCK

Total Dissolved Solids mg/l

1,000-3,000 mg/l Very satisfactory for all classes of livestock. May cause
temporary and mild diarrhea in livestock not accustomed to
them.
3,000-5,000 mg/l Satisfactory for livestock but may cause diarrhea or be refused
at first by animals not accustomed to them.
5,000-7,000 mg/l Can be used with reasonable safety for dairy and beef cattle,
sheep, swine, and horses. Avoid use for pregnant or lactating
animals.
7,000-10,000 mg/l Considerable risk in using for lactating cows, horses, sheep, or
for the young of these species. In general, use should be
avoided although older ruminants, horses, and swine may
subsist on them under certain conditions.
Over 10,000 mg/l Risks with these highly saline waters are so great that they
cannot be recommended for use under any conditions.

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NE Stockwater Pipeline Handbook Planning Considerations

Table 2.6
EFFECTS OF NITRATES ON LIVESTOCK

Guidelines for use of drinking water with known nitrate content1

Nitrate Nitrate
Nitrogen Ion
Comment
NO3-N NO3
2 3
Acceptability ppm
<10 <44 Generally regarded as safe for all animals and humans
Questionable or risky for humans, especially young
children and pregnant women. Safe for livestock unless
feed also has high levels. Animal drinking 10 pounds of
10 to 20 44 to 88
water per 100 pounds of body weight would have intake of
SAFE less than 0.1 gram NO3-N per hundred pounds of weight if
water contains 22 ppm NO3-N
Consider unsafe for humans. Might cause problems for
livestock. If ration contains more than 1000 ppm nitrate-
20 to 40 88 to 176
nitrogen and the water contains over 20 ppm, the total
NO3-N is apt to exceed safe levels
Unsafe for humans and risky for livestock. Be sure to feed
40 to 100 176 to 440 is low in nitrates and be sure a well balanced ration is fed.
Fortify ration with extra vitamin A
Dangerous and should not be used. General or non-
QUESTIONABLE
specific symptoms such as poor appetite likely to develop.
100 to 200 440 to 880 Water apt to be contaminated with other foreign
substances. When allowed free choice to cows on a good
ration, acute toxicity not likely
Don’t Use. Acute toxicity and some death losses might
occur in swine. Probably to much total intake for
ruminants on usual feed. In research trials, water
containing up to 300 ppm NO3-N has been fed to swine
UNSAFE4 Over 200 Over 880 and water containing over 1000 ppm of NO3-N has been
fed to lambs without causing any measurable growth or
reproductive problems. However, for farm
recommendation the suggestions given above are
purposely conservative.
1
Undersander, Combs, Shave and Thomas, Nitrate Poisoning in Cattle, Sheep and Goats, University of
Wisconsin Extension Paper
2
Guide to the Use of Waters Containing Nitrate for Cattle (National Academy of Sciences, 1974)
3
Milligrams per liter (mg/l) is equivalent to parts per million (ppm)
4
Cattle should not have access to these waters

NSPH April 2008 2-13

 CHAPTER 3

PIPELINE SYSTEM TYPES

 CHAPTER 3 - PIPELINE SYSTEM TYPES

TABLE OF CONTENTS

PART 3.1 GENERAL 3-1

PART 3.2 GRAVITY SYSTEM 3-1
3.2.1 Low Head Gravity System 3-1
3.2.2 High Head Gravity System 3-3
PART 3.3 AUTOMATIC PRESSURE SYSTEMS 3-3
PART 3.4 TIMED OR MANUAL PRESSURE SYSTEMS 3-3
PART 3.5 FLOAT SWITCH OPERATED PRESSURE SYSTEM 3-3
PART 3.6 YEAR ROUND VERSUS SUMMER PIPELINES 3-8
3.6.1 Summer Pipeline 3-8
3.6.2 All year Pipeline 3-8

FIGURES

Figure 3.1 Typical Low Head Gravity Systems 3-2

Figure 3.2 Typical High Head Gravity System 3-4
Figure 3.3 Typical Automatic Pressure System 3-5
Figure 3.4 Typical Manual or Timer Operated System 3-6
Figure 3.5 Typical Float Switch Operated System 3-7
NE Stockwater Pipeline Handbook Pipeline System Types

CHAPTER 3
PIPELINE SYSTEM TYPES

3.1 GENERAL
There are several types of stockwater pipeline systems that we need to know how to design.
More than one of these system types may be incorporated in a single system.

3.2 GRAVITY SYSTEM

A gravity pipeline system is one in which the water supply surface is higher than all points in the
pipeline and no pump is required. This type of system can generally be subdivided into two
subtypes: (1) The low head gravity system and (2) the high head gravity system.
3.2.1 Low Head Gravity System
Low head is loosely defined as below 20 psi at all points in the line. An example of a typical low
head gravity pipeline is shown in Figure 3.1. In this type of system the flow rate is usually
whatever the spring or other water supply will provide.
It is important to make sure there can be no air locks in the system; and since the pipe is usually
shallow, design the pipeline so that it freely drains when not in use. A low head gravity system
is usually characterized by being installed on a positive grade in the direction of flow for its
entire length. There is not enough pressure in the system to properly operate air valves,
although stand pipes may be used.

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NE Stockwater Pipeline Handbook Pipeline System Types

Figure 3.1
TYPICAL LOW HEAD GRAVITY SYSTEMS

System With Downhill Grade in Direction of Flow

System With Undulating Grade

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NE Stockwater Pipeline Handbook Pipeline System Types

3.2.2 High Head Gravity System

Figure 3.2 illustrates a typical high head gravity system. This type of system is often located at
the end of a pumped pipeline and begins at a storage tank located at the top of a hill. Float
valves are used on all tanks to control flow. Air locks at significant high points in the pipeline are
prevented by installing air valves or vents.

3.3 AUTOMATIC PRESSURE SYSTEMS

Pumped flow in an automatic pressure system is controlled by a pressure switch. A pressurized
tank stores water between cut-in and cut-out cycles. Figure 3.3 illustrates a common
configuration for this type of system. The advantages of an automatic pressure type system are
1) it does not take constant attention and 2) a minimum amount of power and water are used.

3.4 TIMED OR MANUAL PRESSURE SYSTEMS

A timed pressure pipeline system is one which uses a pump to pressurize the system and a
timer to turn the pump on or off. A manual system is one in which a manually operated switch is
used to turn the pump on or off.
Both of these systems operate in the same way and are illustrated in Figure 3.4. There is an
overflow at the high point in the system which wastes excess water. At all other tanks, float
valves or manually operated hydrants are used to keep the tanks full.
Timer or manually operated systems are usually used where high pressures make it impractical
to use an automatic pressure system. Water waste is minimized by observation of stockwater
usage and adjusting the pump operating times during the season. As a safety measure, it is
usually advisable to provide additional water storage at various points in the system.
A large storage tank is usually located at the high point in the pipeline. Water flows from the
storage tank back toward the pump during the periods when the pump is off.

3.5 FLOAT SWITCH OPERATED PRESSURE SYSTEM

A float switch operated pressure system is a pumped pipeline system in which the pump is
turned on or off with a float switch located at the highest tank in the pipeline.
This type of system requires that an electric control wire run between the pump and storage
tank. The wire can either be an overhead or buried line. The control wire is sometimes buried
in the same trench as the pipeline.
The switch operated system is used instead of an automatic pressure system where pressures
are too high for pressure tanks. The advantage of this system is that it does not waste water
and power. The disadvantage is that an electric connecting wire and switching equipment can
be costly.
Figure 3.5 shows a typical switch operated system. Switches are low voltage and telephone
wire can be used as connecting wire. Used overhead telephone wire and poles could also be
used.

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NE Stockwater Pipeline Handbook Pipeline System Types

Figure 3.2
TYPICAL HIGH HEAD GRAVITY SYSTEM

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NE Stockwater Pipeline Handbook Pipeline System Types

Figure 3.3
TYPICAL AUTOMATIC PRESSURE SYSTEM

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NE Stockwater Pipeline Handbook Pipeline System Types

Figure 3.4
TYPICAL MANUAL OR TIMER OPERATED SYSTEM

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NE Stockwater Pipeline Handbook Pipeline System Types

Figure 3.5
TYPICAL FLOAT SWITCH OPERATED SYSTEM

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NE Stockwater Pipeline Handbook Pipeline System Types

3.6 YEAR ROUND VERSUS SUMMER PIPELINES

A pipeline that is only used in the summer can be buried at a shallow depth and drained during
freezing weather. Such pipelines are usually buried 24 to 30 inches deep. By contrast, year
round pipelines are buried below frost depth; refer to Figure 1, Appendix A, Extreme Frost
Depth Map.
3.6.1 Summer Pipeline
The decision as to whether or not to use a shallow buried pipeline is most often dictated by the
depth of soils in a given area. Shallow soil over bedrock and cobbly soil makes it difficult or
impossible to bury a pipeline below frost depth.
It is usually advantageous to bury a pipeline below frost depth in terrain that will allow this, even
if the line is only going to be used in the summer. A deep line will not require draining every
winter and is not as critical with respect to installation grades.
Shallow lines must be laid to a grade which will allow draining at low spots. Gravity, pumpout,
or seepage pit-type drains must be installed at all low points.
Because of the necessity of draining shallow pipelines, more care must be taken during their
installation. The pipe must be graded to a tolerance such that low points in the pipe are not
more than about ¾ of a pipe diameter below grade.
Shallow lines are often buried by the "Pull-in" method. This is done with a large tractor and
ripper with flexible pipe on a reel attached to the ripper and fed out behind. Flexible
polyethylene pipe is usually used in this type of installation.
Where shallow pipelines cross watercourses, they are often suspended in air rather than buried.
Suspended lines are usually made of steel pipe.
3.6.2 Year Round Pipeline
For a pipeline to be operational during both summer and winter, the pipe must be buried below
the frost line. The actual anticipated frost line and depth that the pipe should be buried depends
upon several factors which include:
• Maximum low temperature and number of freezing days in a year

• Soil type and cover

• Sun exposure

• Moisture content of overlying soil

• Whether there is continuous flow in the pipeline

• Temperature of water source.

It is difficult to quantify and determine the actual effect of some of these factors. For situations
where there is not continuous flow in the pipeline during the winter months, refer to Extreme
Frost Depth Map. North slope exposure, high altitudes, and moist soils are factors indicating
the need for burying the pipe deeper. Even though the pipe is buried to these depths, it could
still freeze in some portions of the line.

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NE Stockwater Pipeline Handbook Pipeline System Types

Because of equipment limitations it is difficult to bury a pipeline deeper than six feet. Therefore,
the choices are to bury the pipeline a minimum of five feet in most normal conditions and six
feet or deeper where exposure, elevation, long periods of stagnant water and/or moist
conditions exist.
Appurtenances for all year pipelines must be designed in a way that will reduce the chance of
frozen pipelines during cold weather. Valves of all kinds must be protected from freezing. This
is usually done by installing them in a covered manhole or access hole. Frost free hydrants
must be used. Float valves can be installed under a protective cover or in an insulated well.

NSPH April 2008 3-9

 CHAPTER 4

PIPELINE ROUTE SELECTION

AND SURVEYS
 CHAPTER 4 - PIPELINE ROUTE SELECTION AND SURVEYS

TABLE OF CONTENTS

PART 4.1 ROUTE CONSIDERATIONS 4-1

PART 4.2 ROUTE SURVEYS-GENERAL 4-1
PART 4.3 ENGINEERING INSTRUMENT SURVEY 4-2
PART 4.4 USE OF USGS QUAD MAPS 4-3
PART 4.5 GLOBAL POSITIONING SYSTEM (GPS BACKPACK) SURVEY 4-3

FIGURES

Figure 4.1 GARMINMAP76 GPS INFORMATION PAGE 4-3

NE Stockwater Pipeline Handbook Pipeline Route Selection and Surveys

CHAPTER 4
PIPELINE ROUTE SELECTION AND SURVEYS

4.1 ROUTE CONSIDERATIONS

There are many considerations in selecting the route for a stockwater pipeline. Some of the
most important ones are:
• Stockwater tanks should be located at sites with good drainage, on solid ground, and
where it will be easy to provide a tank overflow.
• The pipeline route should be selected to minimize the number of peaks and valleys in
the line. High spots require air valves, and low spots in shallow lines require drains.
• Routing the pipeline over moderate slope terrain makes it easier to install the pipeline.
• There must be access to all portions of the route by installation equipment.
• Soils should be deep enough for installation to the design depth.
• Avoid landslide areas and crossing watercourses that are eroding.
• Avoid crossing Federal or State land where possible. Permits are required for crossing
these lands, and the permitting process takes a considerable amount of time and effort
to complete.
• Full consideration should be given to the possibility of future expansion to the system. If
a pipeline extension is anticipated, then the design should be appropriate for the ultimate
extension.
• If large stock tanks or storage tanks are to be installed, locate them where access to
heavy equipment is possible.

4.2 ROUTE SURVEYS--GENERAL

Three methods for surveying pipelines are acceptable for use in Nebraska:
1. Engineering Instrument Survey
2. U.S.G.S Quadrangle Maps
3. GPS (Backpack) Survey
Each survey method has inherent accuracy limitations that should be incorporated in the
pipeline design. The extent of the survey and survey method shall be determined by the person
with job approval for the project under consideration.

4.3 ENGINEERING INSTRUMENT SURVEY

An engineering instrument survey can be used for all livestock pipeline designs. It should be
used on all designs where available pressure head is small or where many small undulations in
the terrain make it difficult to determine where the design “critical points” are located.

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NE Stockwater Pipeline Handbook Pipeline Route Selection and Surveys

The following are the most common engineering instruments used to survey for livestock
pipelines:
• Automatic Level
• Theodolite
• Total station
• GPS (Survey Grade)
While all of these methods are relatively accurate, surveys with automatic levels or theodolites
require more time because of sight distance limitations and required processing of the survey
data. Total station and survey grade GPS surveys will generally be the most accurate and time
efficient, especially on long pipelines.
The type of survey which should be used will depend on which one will give the degree of
accuracy necessary and which will be the most time and cost effective. For additional guidance
on survey accuracy, refer to Chapter 1 of Part 650, Engineering Field Handbook.

4.4 USE OF USGS QUAD MAPS

The use of USGS quadrangle maps to generate a design survey is generally not recommended.
It is often difficult to assure that the pipeline is installed at the same location that the design data
was generated. The use of USGS quadrangle maps also does not allow the designer to
observe conditions that may influence the pipeline location; such as wet areas, rough
topography, etc. If there is any question as to location, other methods of surveying should be
used.
The accuracy of USGS maps are usually one-half of the contour interval. Therefore, the Safety
Factor for a pipeline design using this survey method should equal a minimum of one-half
interval (i.e., a 20-ft. contour interval equals a Safety Factor of 10 ft.). In the Sandhills, the use
of USGS maps may not be reliable because of the similarity of terrain and difficulty in location of
exact position during the design process. During the construction phase, it may be very difficult
to find the designed location for the given plan or map.

4.5 GLOBAL POSITIONING SYSTEM (GPS BACKPACK) SURVEY

Because GPS Backpack units are located most field offices, they are the most common method
for surveying livestock pipelines in Nebraska. The GPS backpack generally provides the best
combination of accuracy and efficient use of time, especially for long pipelines. This method
also allows the surveyor to observe pipeline route conditions prior to design.
The GPS backpack survey is not to be confused with the survey grade GPS in Engineering
Instrument Surveys.
To obtain maximum accuracy with the GPS backpack, pipeline surveys should only be
conducted while using the DGPS Beacon Receiver. Refer to Nebraska GPS notes and GPS
User Manual for proper GPS setup and operation.
The general rule of thumb for estimating the accuracy of the elevation component of the GPS
position is to double the horizontal accuracy. As a result, the minimum Safety Factor used in a
GPS surveyed pipeline design should be twice the horizontal accuracy or a minimum of 10 feet.

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NE Stockwater Pipeline Handbook Pipeline Route Selection and Surveys

The horizontal accuracy for the Garminmap76 is found on the GPS Information Page, See
figure 4.1. The GPS Information Page should be monitored during the survey to verify
acceptable accuracy. GPS survey should only be collected when the horizontal accuracy is less
than 10 feet. To ensure maximum accuracy, the entire pipeline project should be surveyed in
as short a time period as possible.

Figure 4.1

Garminmap76 GPS Information Page

NSPH April 2008 4-3

 CHAPTER 5

PIPE MATERIALS SELECTION

NE Stockwater Pipeline Handbook Pipe Materials Selection

CHAPTER 5 - PIPE MATERIALS SELECTION

TABLE OF CONTENTS

PART 5.1 GENERAL 5-1

PART 5.2 PLASTIC PIPE CHARACTERISTICS 5-1
5.2.1 Pressure Rating of Pipe 5-1
5.2.2 How Temperature Affects Pressure Rating 5-1
5.2.3 Freezing Water in Pipe 5-2
PART 5.3 POLYVINYL CHLORIDE (PVC) PLASTIC PIPE 5-2
PART 5.4 POLYETHYLENE (PE) PLASTIC PIPE 5-3
PART 5.5 ACRYLONITRILE-BUTADINE-STYRENE (ABS) PLASTIC PIPE 5-3
PART 5.6 POLYBUTYLENE (PB) PLASTIC PIPE 5-4
PART 5.7 STEEL PIPE 5-4
PART 5.8 FRICTION LOSS IN PIPING SYSTEM AT THE PUMP 5-4
PART 5.9 PIPE FRICTION LOSS TABLES 5-6
PART 5.10 PVC PIPE FITTINGS 5-21

FIGURES

Figure 5.1 Estimate Friction Loss at Well 5-6

TABLES

Table 5.1 PVC Plastic Pipe Reduction Due to Temperature 5-2

Table 5.2 Friction Loss PVC-SDR Pipe 160 psi 5-7
Table 5.3 Friction Loss PVC-SDR Pipe 200 psi 5-8
Table 5.4 Friction Loss PVC-SDR Pipe 250 psi 5-9
Table 5.5 Friction Loss PVC-SDR Pipe 315 psi 5-10
Table 5.6 Friction Loss PVC-IPS Pipe Schedule 40 5-11
Table 5.7 Friction Loss PVC-IPS Pipe Schedule 80 5-12
Table 5.8 Friction Loss PVC-IPS Pipe Schedule 120 5-13
Table 5.9 Friction Loss Polyethylene (PE) Pipe 5-14
Table 5.10 Friction Loss High Density Polyethylene (HDPE) 5-15
Table 5.11 Friction Loss IPS-ID Polybutylene Water Service
Pipe, 160 psi 5-16
Table 5.12 Friction Loss CPS Polybutylene Water Service
Pipe 160 psi 5-17
Table 5.l3 Friction Loss CPS Polybutylene Water Service
Pipe 250 psi 5-18
Table 5.14 Friction Loss Black or Galvanized Steel Pipe
Schedule 40 5-19
Table 5.15 Friction Loss Black or Galvanized Steel Pipe
Schedule 80 5-20
Table 5.16 Estimated Upper Limit Working Pressures for 5-21
Schedule 40 and Schedule 80 PVC Fittings

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NE Stockwater Pipeline Handbook Pipe Materials Selection

CHAPTER 5
PIPE MATERIALS SELECTION

5.1 GENERAL
There are several types of pipe that may be used in stockwater systems. The most
commonly used types are discussed below. Usually, pipe cost dictates the type of pipe
that is used.
When designing a pipeline, it is important to know the type of pipe to be used. Internal
pipe diameters vary depending on material type and pressure rating for a given pipe
size. Due to differing internal cross sectional area and friction loss factors, friction loss
in long pipelines can differ considerably from one type and rating of pipe to another.

5.2 PLASTIC PIPE CHARACTERISTICS

5.2.1 Pressure Rating of Pipe
Plastic pipe is rated at approximately half its tested rupture strength. This means that
under normal temperature conditions, it can withstand occasional surge pressures up to
twice its rated pressure.
Plastic pipe will weaken under repeated cycles of pressures in excess of those for which
it is rated. The higher the surge pressure, the faster the pipe will weaken. For this
reason, it is important to design the pipe system so that normal operating pressures are
less than rated pressure of the pipe. The system should be designed and operated to
limit the number and severity of pressure surges. Other sections of this handbook
describe ways to limit surge pressures.
For pressure design criteria, see Conservation Practice Standard Pipeline (516) of the
FOTG, Section IV. For plastic pipe, the maximum working pressure shall not exceed the
pressure rating of the pipe. The maximum working pressure is equal to the maximum
static pressure plus surge.
5.2.2 How Temperature Affects Pressure Rating
The pressure rating of plastic pipe is determined at 73.4 degrees Fahrenheit (F).
Strength of plastic pipe decreases as water temperatures increase. In cases where
warm well water is used, or where the pipe is exposed to sunlight, water temperatures
may exceed 73.4 degrees F. In these cases, the effective pressure rating of the pipe
must be reduced.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.1 lists the temperature reduction factors for PVC pipe.

Table 5.1
PVC PLASTIC PIPE RATING REDUCTION DUE TO TEMPERATURE

Temperature Multiply Pressure

Degrees F Rating by:
73.4 1.00
80 .93
90 .77
100 .67
110 .51
120 .43
130 .33
140 .23

5.2.3 Freezing of Water in Pipe

Plastic pipe containing static water should be drained when temperatures below 32 degrees F
are expected. If the water is moving, freezing is unlikely above 0 degrees Fahrenheit.
If freezing does occur in the line, the pipe material will influence the severity of damage. In
changing phase from liquid to ice, water expands approximately 10% by volume. Some plastic
pipe cannot withstand the required 3.2% linear elongation, but most will.
Pipes most likely to be damaged by freezing water are those made of rigid materials, which
include PVC and CPVC.
Pipe most unlikely to be damaged by freezing water include the cellulose-aceto-butyrate,
acrylonritrile-butadine-styrene, styrene rubber, and polyethylene materials. All of these pipes
have elongation and recovery properties which, in most cases, enable it to expand and recover
without permanent damage.
Although some pipe material can usually withstand freezing without damage, no pipeline should
be designed to freeze while full of water. Resistant pipes can be used in areas of severe
exposure as an extra safety factor against damage by freezing. An excellent example of this is
a shallow pipeline leading from a spring.

5.3 POLYVINYL CHLORIDE (PVC) PLASTIC PIPE

Polyvinyl Chloride (PVC) is a commonly used type of pipe used for stockwater pipelines. This is
a rigid plastic pipe that, in the configuration used for stockwater pipelines, usually comes in
20-foot lengths. Connections are usually made with glued fittings, although rubber gasketed
joints are sometimes used.
When subject to long-term exposure to ultraviolet radiation (sunlight), PVC pipe will suffer slow
deterioration. PVC pipe should be buried or installed in an enclosure. If PVC must be exposed,
it should be coated or wrapped. The coating may be exterior latex paint. Make sure the pipe is
thoroughly cleaned before painting.
Exposed pipe should be protected from mechanical damage by livestock or other hazards.
Plastic pipe is particularly vulnerable when cold, as it will easily shatter.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

There are two types of PVC pipe. Standard Dimension Ratio-Pressure Rated pipe (SDR-PR) is
manufactured under specification ASTM D2241. PVC Iron Pipe Size (PVC-IPS) pipe is
manufactured under specification ASTM D1785.
SDR-PR rated pipe is rated using standard dimension ratio and pressure as factors. This is the
most common pipe type used in stockwater pipelines in Nebraska. Tables 5.2 through 5.5 list
available sizes, pressure ratings and friction loss factors.
PVC-IPS pipe has various pressure ratings depending on nominal diameter and schedule
designations. Schedule 40, 80, and 120 pipe are available. Tables 5.6 through 5.8 list
available sizes, pressure ratings, and friction loss factors.
For both of these types of pipe, the outside diameter is constant and the inside diameter varies.

5.4 POLYETHYLENE (PE) PLASTIC PIPE

Polyethylene (PE) pipe is the second most common pipe used in stockwater pipelines. It is
flexible, comes in coils and is used for most "pull-in" type systems. Where pipe is installed in
trenches, it is harder to lay flat in the trench than PVC pipe. Since it comes in coils, PE pipe
requires fewer fittings. Connecting this type of pipe is usually done with "stab" type fittings held
together with stainless steel band clamps. Frost heave in shallow pipelines tends to pull these
joints apart. Double clamping is usually necessary to combat this problem.
There are several types of PE pipe. The one most commonly used in stockwater pipelines is a
controlled inside diameter version rated by standard thermoplastic dimension ratio and pressure
rating (SIDR-PR) and is manufactured under specification ASTM D2239. SIDR 15. 100 psi pipe
is usually the most available polyethylene pipe.
Table 5.9 shows available sizes, pressure ratings, and friction loss factors.
A high density polyethylene pipe (HDPE) is available which can be used for above ground
installations. This is the same type of pipe as used in hose reel type irrigation sprinkler
systems. The material is tough, will withstand long term exposure to sunlight, and may be used
above ground where below ground installations are not possible. When used above ground, it
must be tied down so it will not pull apart; and it must be protected or placed in a manner which
will prevent mechanical damage. HDPE is only available in sizes 1-1/2 inch and larger.
This material is tough, flexible, and resistant to freeze damage. Although sometimes proposed
for shallow non-drained pipelines, it should not be used in this way. This pipe will usually
withstand freezing without damage, but the system should not be knowingly designed to freeze
while water is in the line.
Table 5.10 tabulates available sizes, pressure ratings, and friction loss factors.

5.5 ACRYLONITRILE-BUTADIENE-STYRENE (ABS) PLASTIC PIPE

Although listed in the standards as an acceptable pipe material, ABS pipe is used little in the
transmission pipeline portions of stockwater pipelines. ABS pipe is frequently used in
stockwater systems as drain, vent, and waste system components. This black pipe has the
advantages of being tough with good strength and stiffness. It is not tolerant to ultraviolet light,
so it should be painted or wrapped if exposed to sunlight. It ranges in size from 1/8-inch to 12
inches in diameter.

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5.6 POLYBUTYLENE (PB) PLASTIC PIPE

Polybutylene pipe, which is an alternative now sometimes used in household plumbing and
underground water service, is occasionally used in stockwater pipeline applications.
This material is tough, flexible, and resistant to freeze damage. Although sometimes proposed
for shallow non-drained pipelines which freeze in the winter, it should not be used in this way.
This pipe will usually withstand freezing without damage, but the system should not be designed
to freeze with water in the line.
Tables 5.11 through 5.13 tabulate available sizes, pressure ratings, and friction loss factors.

5.7 STEEL PIPE

Steel pipe is often used in system plumbing next to the pump. It is rarely used in main parts of
the pipeline in buried installations.
Steel pipe is used in buried applications only as a last resort due to its high cost, high friction
loss, and because it easily corrodes.
Galvanized pipe should be used for exposed installations such as at cable supported aerial
stream crossings, and as plumbing in manholes. When buried, steel pipe should always be
coated and wrapped. This is due to the corrosive nature of most soils in Nebraska.
Some water in Nebraska is highly corrosive. When long sections of steel pipe are used which
cannot be easily replaced, then a sample of the water supply should be taken and a Lanelier
Index run on the sample. If the test shows the water to be highly corrosive, unlined steel pipe
should not be used. Analysis by the Lanelier Index is beyond the scope of this handbook and
should be referred to State or Field Engineer with knowledge of its use.
Occasionally, steel pipe must be used for very high pressure pipelines where plastic pipe is not
available with adequate pressure ratings. Operating pressures in steel pipe should not exceed
50 percent of the rated bursting pressure. Tables 5.14 through 5.15 tabulate pressure ratings
corrected to 50 percent of rated bursting pressure. These tables also show available sizes and
friction loss factors.

5.8 FRICTION LOSS IN PIPING SYSTEM AT THE PUMP

Friction losses in the plumbing at the pump are significant enough that it should be considered
when determining total dynamic pumping head. The typical pipe material used between a
submersible pump and pressure tank is polyethylene pipe with some steel pipe at the pressure
tank. High pressure systems sometimes use steel pipe between pump and pressure tank.
The plumbing elements for an automatic pressure system and a manual or timed system are
about the same. Figure 5.1 is a graph which shows estimated friction loss values that can be
used for most pumped flow installations.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Figure 5.1 assumes the following conditions:

100 feet pump depth in well
PE pipe between pump and pressure tank
(100 ft + 25 ft to manhole/tank = 125 ft length of PE pipe)
15 feet of galvanized steel pipe at manhole
4 90 degree elbows in steel pipe
1 "T" in steel pipe
1 open gate valve in steel pipe
1 check valve in steel pipe.

The friction loss in PE pipe is so low that well depths different than the assumed 100 feet will
make little difference in total friction loss. If the total plumbing system is significantly different
than assumed above, special calculations should be performed. If steel pipe is used to drop the
pump in the well, special computations must be made.

Figure 5. 1
ESTIMATED FRICTION LOSS AT WELL

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Curve Type

(1) 1" PE connector pipe, ¾” steel plumbing at tank

(2) 1-¼” PE connector pipe, ¾" steel plumbing at tank
(3) 1-¼" PE connector pipe, 1" steel plumbing at tank
(4) 1-½" PE connector pipe, 1" steel plumbing at tank
(5) 2" PE connector pipe, 1" steel plumbing at tank
(6) 2-½" PE connector pipe, 1-¼" steel plumbing at tank

5.9 PIPE FRICTION LOSS TABLES

The following tables are based on friction loss by the Hazen Williams formula. The form of the
equation used is:
1.85185
⎛ gpm ⎞ 10.4057
Hf = L ⎜ ⎟
⎝ C ⎠ d i4.87037
C = Hazen-Williams friction loss factor
gpm = Flow rate in gallons per minute
di = Pipe inside diameter
L = Length of pipe segment (100-feet used in calcs).

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.2
PVC-SDR PIPE
FRICTION LOSS ft/100 ft
SDR 26, Pressure Rating = 160 psi @ 73.48 F
Hazen Williams C = 150

Q 1 inch 1-1/4 inch 1-1/2 inch 2 inch 2-1/2 inch 3 inch 3-1/2 inch 4 inch
gallons 0.0078 A 0.0128 A 0.0168 A 0.0262 A 0.0384 A 0.0569 A 0.0743 A 0.0941 A
per min. 1.195 ID 1.532 ID 1.754 ID 2.193 ID 2.655 ID 3.230 ID 3.692 ID 4.154 ID
1 0.0408 0.0122 0.0063 0.0021 0.0008 0.0003 0.0002 0.0001
2 0.1473 0.0439 0.0227 0.0077 0.0030 0.0012 0.0006 0.0003
3 0.3120 0.0931 0.0481 0.0162 0.0064 0.0025 0.0013 0.0007
4 0.5316 0.1585 0.0820 0.0276 0.0109 0.0042 0.0022 0.0012
5 0.8036 0.2397 0.1240 0.0418 0.0165 0.0063 0.0033 0.0019
6 1.1264 0.3359 0.1738 0.0585 0.0231 0.0089 0.0046 0.0026
7 1.4985 0.4469 0.2312 0.0779 0.0307 0.0118 0.0062 0.0035
8 1.9189 0.5722 0.2960 0.0997 0.0393 0.0151 0.0079 0.0044
9 2.3866 0.7117 0.3682 0.1241 0.0489 0.0188 0.0098 0.0055
10 2.9008 0.8651 0.4475 0.1508 0.0594 0.0229 0.0119 0.0067
11 3.4607 1.0321 0.5339 0.1799 0.0709 0.0273 0.0142 0.0080
12 4.0658 1.2125 0.6273 0.2113 0.0833 0.0321 0.0167 0.0094
13 4.7154 1.4062 0.7275 0.2451 0.0966 0.0372 0.0194 0.0109
14 5.4091 1.6131 0.8345 0.2812 0.1108 0.0427 0.0222 0.0125
15 6.1463 1.8329 0.9482 0.3195 0.1259 0.0485 0.0253 0.0142
16 6.9265 2.0656 1.0686 0.3600 0.1419 0.0546 0.0285 0.0160
17 7.7495 2.3110 1.1956 0.4028 0.1588 0.0611 0.0319 0.0179
18 (1) 2.5691 1.3290 0.4478 0.1765 0.0679 0.0354 0.0199
19 (1) 2.8396 1.4690 0.4949 0.1951 0.0751 0.0392 0.0220
20 (1) 3.1226 1.6154 0.5443 0.2145 0.0826 0.0431 0.0242
21 (1) 3.4178 1.7681 0.5957 0.2348 0.0904 0.0471 0.0265
22 (1) 3.7253 1.9272 0.6493 0.2559 0.0985 0.0514 0.0289
23 (1) 4.0450 2.0926 0.7050 0.2779 0.1070 0.0558 0.0314
24 (1) 4.3767 2.2642 0.7628 0.3007 0.1157 0.0603 0.0340
25 (1) 4.7203 2.4420 0.8227 0.3243 0.1248 0.0651 0.0367

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

(3) For ASTM D2241, materials 1120, 1120 or 2120. These are the most commonly used
materials. Other materials have different ratings, see ASTM D2241.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.3
PVC-SDR PIPE
FRICTION LOSS ft/100 ft
SDR 21, Pressure Rating = 200 psi @ 73.408 F
Hazen Williams C = 150

Q 1 inch 1-1/4 inch 1-1/2 inch 2 inch 2-1/2 inch 3 inch 3-1/2 inch 4 inch
Gallons 0.0077 A 0.0123 A 0.0161 A 0.0252 A 0.0369 A 0.0547 A 0.0715 A 0.0904 A
per min. 1.198 ID 1.502 ID 1.720 ID 2.149 ID 2.601 ID 3.166 ID 3.620 ID 4.072 ID
1 0.0403 0.0134 0.0069 0.0023 0.0009 0.0004 0.0002 0.0001
2 0.1455 0.0484 0.0250 0.0084 0.0033 0.0013 0.0007 0.0004
3 0.3083 0.1025 0.0530 0.0179 0.0071 0.0027 0.0014 0.0008
4 0.5252 0.1746 0.0902 0.0305 0.0120 0.0046 0.0024 0.0014
5 0.7939 0.2639 0.1364 0.0461 0.0182 0.0070 0.0036 0.0021
6 1.1127 0.3699 0.1912 0.0646 0.0255 0.0098 0.0051 0.0029
7 1.4803 0.4921 0.2543 0.0860 0.0339 0.0130 0.0068 0.0038
8 1.8956 0.6301 0.3257 0.1101 0.0434 0.0167 0.0087 0.0049
9 2.3576 0.7837 0.4050 0.1369 0.0540 0.0207 0.0108 0.0061
10 2.8656 0.9525 0.4923 0.1664 0.0657 0.0252 0.0131 0.0074
11 3.4187 1.1364 0.5873 0.1985 0.0784 0.0301 0.0157 0.0088
12 4.0165 1.3351 0.6900 0.2333 0.0921 0.0353 0.0184 0.0104
13 4.6582 1.5484 0.8002 0.2705 0.1068 0.0410 0.0213 0.0120
14 5.3434 1.7762 0.9180 0.3103 0.1225 0.0470 0.0245 0.0138
15 6.0717 2.0182 1.0431 0.3526 0.1392 0.0534 0.0278 0.0157
16 6.8425 2.2745 1.1755 0.3974 0.1568 0.0602 0.0313 0.0177
17 7.6554 2.5447 1.3151 0.4446 0.1755 0.0674 0.0351 0.0198
18 (1) 2.8288 1.4620 0.4942 0.1951 0.0749 0.0390 0.0220
19 (1) 3.1267 1.6159 0.5463 0.2156 0.0828 0.0431 0.0243
20 (1) 3.4383 1.7770 0.6007 0.2371 0.0910 0.0474 0.0267
21 (1) 3.7634 1.9450 0.6575 0.2595 0.0996 0.0519 0.0292
22 (1) 4.1020 2.1200 0.7167 0.2828 0.1086 0.0565 0.0319
23 (1) 4.4539 2.3019 0.7782 0.3071 0.1179 0.0614 0.0346
24 (1) 4.8192 2.4906 0.8420 0.3323 0.1276 0.0664 0.0374
25 (1) 5.1976 2.6862 0.9081 0.3584 0.1376 0.0716 0.0404

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

(3) For ASTM D2241, materials 1120, 1120 or 2120. These are the most commonly used
materials. Other materials have different ratings, see ASTM D2241.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.4
PVC-SDR PIPE
FRICTION LOSS ft/100 ft
SDR 17, Pressure Rating = 250 psi @ 73.48 F
Hazen Williams C = 150

Q 1 inch 1-1/4 inch 1-1/2 inch 2 inch 2-1/2 inch 3 inch 3-1/2 inch 4 inch
Gallons 0.0074 A 0.0117 A 0.0153 A 0.0239 A 0.0351 A 0.0520 A 0.0680 A 0.0860 A
per min. 1.162 ID 1.464 ID 1.676 ID 2.095 10 2.537 ID 3.088 ID 3.530 ID 3.970 ID
1 0.0470 0.0152 0.0079 0.0026 0.0010 0.0004 0.0002 0.0001
2 0.1695 0.0548 0.0284 0.0096 0.0038 0.0014 0.0008 0.0004
3 0.3592 0.1161 0.0601 0.0203 0.0080 0.0031 0.0016 0.0009
4 0.611 8 0.1978 0.1024 0.0345 0.0136 0.0052 0.0027 0.0015
5 0.9249 0.2990 0.1547 0.0522 0.0205 0.0079 0.0041 0.0023
6 1.2964 0.4190 0.2169 0.0731 0.0288 0.0111 0.0058 0.0033
7 1.7247 0.5575 0.2885 0.0973 0.0383 0.0147 0.0077 0.0043
8 2.2085 0.7139 0.3695 0.1246 0.0491 0.0188 0.0098 0.0055
9 2.7468 0.8879 0.4595 0.1550 0.0610 0.0234 0.0122 0.0069
10 3.3386 1.0791 0.5585 0.1884 0.0742 0.0285 0.0148 0.0084
11 3.9831 1.2875 0.6663 0.2247 0.0885 0.0340 0.0177 0.0100
12 4.6795 1.5126 0.7828 0.2640 0.1039 0.0399 0.0208 0.0117
13 5.4272 1.7542 0.9079 0.3062 0.1205 0.0463 0.0241 0.0136
14 6.2255 2.0123 1.0414 0.3513 0.1383 0.0531 0.0277 0.0156
15 7.0740 2.2865 1.1834 0.3992 0.1571 0.0603 0.0314 0.0177
16 7.9720 2.5768 1.3336 0.4498 0.1771 0.0680 0.0354 0.0200
17 (1) 2.8830 1.4921 0.5033 0.1981 0.0761 0.0396 0.0224
18 (1) 3.2048 1.6587 0.5595 0.2202 0.0846 0.0441 0.0249
19 (1) 3.5423 1.8333 0.6184 0.2434 0.0935 0.0487 0.0275
20 (1) 3.8953 2.0160 0.6800 0.2677 0.1028 0.0536 0.0302
21 (1) 4.2637 2.2066 0.7443 0.2930 0.1125 0.0586 0.0331
22 (1) 4.6472 2.4052 0.8113 0.3193 0.1226 0.0639 0.0361
23 (1) 5.0460 2.6115 0.8809 0.3467 0.1331 0.0694 0.0392
24 (1) 5.4598 2.8257 0.9531 0.3752 0.1440 0.0751 0.0424
25 (1) 5.8885 3.0476 1.0279 0.4046 0.1554 0.0810 0.0457

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

(3) For ASTM D2241, materials 1120, 1120 or 2120. These are the most commonly used
materials. Other materials have different ratings, see ASTM D2241.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.5
PVC-SDR PIPE
FRICTION LOSS ft/100 ft
SDR 13.5, Pressure Rating = 315 psi @ 73.48 F
Hazen Williams C = 150

Q 1 inch 1-1/4 inch 1-1/2 inch 2 inch 2-1/2 inch 3 inch 3-1/2 inch 4 inch
Gallons 0.0069 A 0.0109 A 0.0143 A 0.0223 A 0.0327 A 0.0485 A 0.0633 A 0.0802 A
per min. 1.121 ID 1.414 ID 1.618 ID 2.023 ID 2.449 ID 2.982 ID 3.408 ID 3.834 ID
1 0.0557 0.0180 0.0093 0.0031 0.0012 0.0005 0.0002 0.0001
2 0.2011 0.0649 0.0337 0.0113 0.0045 0.0017 0.0009 0.0005
3 0.4260 0.1375 0.0713 0.0240 0.0095 0.0036 0.0019 0.0011
4 0.7258 0.2342 0.1215 0.0409 0.0161 0.0062 0.0032 0.0018
5 1.0972 0.3541 0.1837 0.0619 0.0244 0.0094 0.0049 0.0027
6 1.5378 0.4963 0.2575 0.0867 0.0342 0.0131 0.0068 0.0039
7 2.0459 0.6603 0.3425 0.1154 0.0455 0.0174 0.0091 0.0051
8 2.6198 0.8455 0.4386 0.1478 0.0583 0.0223 0.0117 0.0066
9 3.2583 1.0516 0.5455 0.1838 0.0725 0.0278 0.0145 0.0082
10 3.9603 1.2782 0.6630 0.2234 0.0881 0.0338 0.0176 0.0099
11 4.7248 1.5249 0.7910 0.2665 0.1051 0.0403 0.0210 0.0118
12 5.5509 1.7915 0.9293 0.3131 0.1234 0.0473 0.0247 0.0139
13 6.4378 2.0777 1.0778 0.3631 0.1432 0.0549 0.0286 0.0161
14 7.3848 2.3834 1.2363 0.4165 0.1642 0.0629 0.0328 0.0185
15 8.3912 2.7082 1.4048 0.4733 0.1866 0.0715 0.0373 0.0210
16 (1) 3.0520 1.5832 0.5334 0.2103 0.0806 0.0421 0.0237
17 (1) 3.4146 1.7713 0.5967 0.2353 0.0902 0.0471 0.0265
18 (1) 3.7958 1.9690 0.6633 0.2615 0.1002 0.0523 0.0295
19 (1) 4.1956 2.1764 0.7332 0.2891 0.1108 0.0578 0.0326
20 (1) 4.6137 2.3932 0.8063 0.3179 0.1218 0.0636 0.0358
21 (1) 5.0499 2.6195 0.8825 0.3479 0.1334 0.0696 0.0392
22 (1) 5.5042 2.8552 0.9619 0.3792 0.1453 0.0759 0.0427
23 (1) 5.9765 3.1002 1.0444 0.4118 0.1578 0.0824 0.0464
24 (1) 6.4666 3.3544 1.1301 0.4456 0.1708 0.0891 0.0502
25 (1) (1) 3.6178 1.2188 0.4805 0.1842 0.0961 0.0542

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

(3) For ASTM D2241, materials 1120, 1120 or 2120. These are the most commonly used
materials. Other materials have different ratings, see ASTM D2241.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.6
PVC-IPS SCHEDULE RATED PIPE
FRICTION LOSS ft/100 ft
Schedule 40 (3)
Hazen Williams C = 150

1 inch 1-1/4 inch 1-1/2 inch 2 inch 2-1/2 inch 3 inch 3-1/2 inch 4 inch
Q
450 psi 370 psi 330 psi 280 psi 300 psi 260 psi 240 psi 220 psi
Gallons
0.0060 A 0.0104 A 0.0141 A 0.0233 A 0.0332 A 0.0513 A 0.0687 A 0.0884 A
per min.
1.049 ID 1.380 ID 1.610 ID 2.067 ID 2.469 ID 3.068 ID 3.548 ID 4.026 ID

1 O.O770 0.0202 0.0096 0.0028 0.0012 0.0004 0.0002 0.0001

2 0.2778 0.0731 0.0345 0.0102 0.0043 0.0015 0.0007 0.0004
3 0.5886 0.1548 0.0731 0.0216 0.0091 0.0032 0.0016 0.0008
4 1.0028 0.2637 0.1245 0.0369 0.0155 0.0054 0.0027 0.0014
5 1.5159 0.3987 0.1882 0.0557 0.0234 0.0081 0.0040 0.0022
6 2.1248 0.5588 0.2637 0.0781 0.0329 0.0114 0.0056 0.0030
7 2.8267 0.7434 0.3509 0.1039 0.0437 0.0152 0.0075 0.0040
8 3.6198 0.9519 0.4493 0.1331 0.0560 0.0194 0.0096 0.0052
9 4.5020 1.1839 0.5588 0.1655 0.0696 0.0242 0.0119 0.0064
10 5.4720 1.4390 0.6792 0.2011 0.0846 0.0294 0.0145 0.0078
11 6.5282 1.7168 0.8103 0.2400 0.1010 0.0351 0.0173 0.0093
12 7.6696 2.0170 0.9520 0.2819 0.1186 0.0412 0.0203 0.0110
13 8.8950 2.3392 1.1041 0.3270 0.1376 0.0478 0.0235 0.0127
14 (1) 2.6833 1.2665 0.3751 0.1578 0.0548 0.0270 0.0146
15 (1) 3.0490 1.4391 0.4262 0.1793 0.0623 0.0307 0.0166
16 (1) 3.4361 1.6218 0.4803 0.2021 0.0702 0.0346 0.0187
17 (1) 3.8443 1.8145 0.5374 0.2261 0.0785 0.0387 0.0209
18 (1) 4.2736 2.0171 0.5973 0.2514 0.0873 0.0430 0.0232
19 (1) 4.7236 2.2296 0.6603 0.2779 0.0965 0.0475 0.0257
20 (1) 5.1943 2.4517 0.7260 0.3055 0.1061 0.0523 0.0282
21 (1) 5.6855 2.6836 0.7947 0.3344 0.1161 0.0572 0.0309
22 (1) 6.1970 2.9250 0.8662 0.3645 0.1266 0.0623 0.0337
23 (1) 6.7287 3.1760 0.9405 0.3958 0.1374 0.0677 0.0366
24 (1) (1) 3.4364 1.0176 0.4283 0.1487 0.0732 0.0396
25 (1) (1) 3.7062 1.0976 0.4619 0.1604 0.0790 0.0427

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

(3) For ASTM D2241, materials 1120, 1120 or 2120. These are the most commonly used
materials. Other materials have different ratings, see ASTM D2241. Pressure rating is at
73.48 F.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.7
PVC-IPS SCHEDULE RATED PIPE
FRICTION LOSS ft/100 ft
Schedule 80 (3)
Hazen Williams C = 150

1 inch 1-1/4 inch 1-1/2 inch 2 inch 2-1/2 inch 3 inch 3-1/2 inch 4 inch
Q
630 psi 520 psi 470 psi 400 psi 420 psi 370 psi 350 psi 320 psi
Gallons
0.0050 A 0.0089 A 0.0123 A 0.0205 A 0.0294 A 0.0459 A 0.0617 A 0.0798 A
per min.
0.957 ID 1.278 ID 1.500 ID 1.939 ID 2.323 ID 2.900 ID 3.364 ID 3.826 ID

1 0.1203 0.0294 0.0135 0.0039 0.0016 0.0005 0.0003 0.0001

2 0.4344 0.1062 0.0487 0.0139 0.0058 0.0020 0.0010 0.0005
3 0.9204 0.2250 0.1031 0.0295 0.0123 0.0042 0.6020 0.0011
4 1.5681 0.3833 0.1757 0.0503 0.0209 0.0071 0.0034 0.0018
5 2.3704 0.5795 0.2656 0.0761 0.0316 0.0107 0.0052 0.0028
6 3.3225 0.8122 0.3723 0.1066 0.0442 0.0150 0.0073 0.0039
7 4.4202 1.0805 0.4953 0.1419 0.0588 0.0200 0.0097 0.0052
8 5.6602 1.3836 0.6342 0.1817 0.0753 0.0256 0.0124 0.0066
9 7.0397 1.7209 0.7888 0.2259 0.0937 0.0318 0.0154 0.0082
10 8.5564 2.0916 0.9587 0.2746 0.1139 0.0387 0.0188 0.0100
11 10.2081 2.4954 1.1438 0.3276 0.1359 0.0461 0.0224 0.0120
12 (1) 2.9317 1.3438 0.3849 0.1596 0.0542 0.0263 0.0141
13 (1) 3.4001 1.5585 0.4464 0.1852 0.0628 0.0305 0.0163
14 (1) 3.9002 1.7877 0.5121 0.2124 0.0721 0.0350 0.0187
15 (1) 4.4318 2.0314 0.5818 0.2413 0.0819 0.0398 0.0212
16 (1) 4.9944 2.2893 0.6557 0.2720 0.0923 0.0448 0.0239
17 (1) 5.5878 2.5613 0.7336 0.3043 0.1033 0.0501 0.0268
18 (1) 6.2117 2.8472 0.8155 0.3383 0.1148 0.0557 0.0298
19 (1) 6.8658 3.1471 0.9014 0.3739 0.1269 0.0616 0.0329
20 (1) (1) 3.4607 0.9912 0.4111 0.1396 0.0677 0.0362
21 (1) (1) 3.7879 1.0850 0.4500 0.1527 0.0741 0.0396
22 (1) (1) 4.1287 1.1826 0.4905 0.1665 0.0808 0.0432
23 (1) (1) 4.4829 1.2841 0.5326 0.1808 0.0877 0.0469
24 (1) (1) 4.8506 1.3893 0.5763 0.1956 0.0949 0.0507
25 (1) (1) 5.2315 1.4984 0.6215 0.2110 0.1024 0.0547

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

(3) For ASTM D2241, materials 1120, 1120 or 2120. These are the most commonly
used materials. Other materials have different ratings, see ASTM D2241.
Pressure rating is at 73.48 F.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.8
PVC-IPS SCHEDULE RATED PIPE
FRICTION LOSS ft/100 ft
Schedule 120 (3)
Hazen Williams C = 150

1 inch 1-1/4 inch 1-1/2 inch 2 inch 2-1/2 inch 3 inch 3-1/2 inch 4 inch
Q
720 psi 600 psi 540 psi 470 psi 470 psi 440 psi 380 psi 430 psi
Gallons
0.0060 A 0.0104 A 0.0141 A 0.0233 A 0.0332 A 0.0513 A 0.0687 A 0.0884 A
per min.
0.915 ID 1.230 ID 1.450 ID 1.875 ID 2.275 ID 2.800 ID 3.300 ID 3.626 ID

1 0.1498 0.0354 0.0159 0.0045 0.0018 0.0006 0.0003 0.0002

2 0.5405 0.1280 0.0574 0.0164 0.0064 0.0023 0.0010 0.0007
3 1.1453 0.2711 0.1216 0.0348 0.0136 0.0049 0.0022 0.0014
4 1.9512 0.4619 0.2072 0.0593 0.0231 0.0084 0.0038 0.0024
5 2.9496 0.6982 0.3133 0.0896 0.0349 0.0127 0.0057 0.0036
6 4.1342 0.9786 0.4391 0.1256 0.0490 0.0178 0.0080 0.0051
7 5.5000 1.3020 0.5842 0.1671 0.0651 0.0237 0.0106 0.0067
8 7.0430 1.6672 0.7481 0.2139 0.0834 0.0303 0.0136 0.0086
9 8.7596 2.0736 0.9304 0.2661 0.1037 0.0377 0.0170 0.0107
10 10.6468 2.5203 1.1308 0.3234 0.1261 0.0459 0.0206 0.0130
11 (1) 3.0068 1.3491 0.3858 0.1504 0.0547 0.0246 0.0155
12 (1) 3.5325 1.5850 0.4533 0.1767 0.0643 0.0289 0.0183
13 (1) 4.0970 1.8383 0.5257 0.2050 0.0746 0.0335 0.0212
14 (1) 4.6996 2.1087 0.6030 0.2351 0.0855 0.0384 0.0243
15 (1) 5.3401 2.3961 0.6852 0.2672 0.0972 0.0437 0.0276
16 (1) 6.0180 2.7003 0.7722 0.3011 0.1095 0.0492 0.0311
17 (1) 6.7331 3.0211 0.8639 0.3369 0.1225 0.0550 0.0348
18 (1) 7.4848 3.3584 0.9604 0.3745 0.1362 0.0612 0.0387
19 (1) (1) 3.7121 1.0615 0.4139 0.1506 0.0676 0.0427
20 (1) (1) 4.0819 1.1673 0.4552 0.1656 0.0744 0.0470
21 (1) (1) 4.4679 1.2776 0.4982 0.1812 0.0814 0.0515
22 (1) (1) 4.8699 1.3926 0.5430 0.1975 0.0887 0.0561
23 (1) (1) 5.2877 1.5121 0.5896 0.2145 0.0963 0.0609
24 (1) (1) 5.7214 1.6361 0.6380 0.2321 0.1042 0.0659
25 (1) (1) 6.1706 1.7646 0.6881 0.2503 0.1124 0.0711

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

(3) For ASTM D2241, materials 1120, 1120 or 2120. These are the most commonly
used materials. Other materials have different ratings, see ASTM D2241.
Pressure rating is at 73.48 F.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.9
POLYETHYLENE (PE) SIDR-PR RATED PIPE
FRICTION LOSS ft/100 ft
ASTM D2239 (3)
Hazen Williams C = 145

Q 1 inch 1-1/4 inch 1-1/2 inch 2 inch 2-1/2 inch 3 inch 4 inch
Gallons 0.0060 A 0.0104 A 0.0141 A 0.0233 A 0.0333 A 0.0513 A 0.0884 A
per min. 1.049 ID 1.380 ID 1.610 ID 2.069 ID 2.469 ID 3.068 ID 4.026 ID
1 0.0820 0.0216 0.0102 0.0030 0.0013 0.0004 0.0001
2 0.2958 0.0778 0.0367 0.0109 0.0046 0.0016 0.0004
3 0.6268 0.1648 0.0778 0.0230 0.0097 0.0034 0.0009
4 1.0678 0.2808 0.1325 0.0393 0.0165 0.0057 0.0015
5 1.6142 0.4245 0.2004 0.0593 0.0250 0.0087 0.0023
6 2.2624 0.5950 0.2808 0.0832 0.0350 0.0122 0.0032
7 3.0099 0.7915 0.3736 0.1106 0.0466 0.0162 0.0043
8 3.8543 1.0136 0.4784 0.1417 0.0596 0.0207 0.0055
9 4.7937 1.2606 0.5950 0.1762 0.0742 0.0257 0.0069
10 5.8265 1.5322 0.7232 0.2142 0.0901 0.0313 0.0083
11 6.9512 1.8280 0.8628 0.2555 0.1075 0.0373 0.0099
12 8.1666 2.1476 1.0137 0.3002 0.1263 0.0439 0.0117
13 9.4714 2.4908 1.1757 0.3482 0.1465 0.0509 0.0135
14 (1) 2.8572 1.3486 0.3994 0.1681 0.0583 0.0155
15 (1) 3.2466 1.5324 0.4538 0.1910 0.0663 0.0176
16 (1) 3.6587 1.7269 0.5114 0.2152 0.0747 0.0199
17 (1) 4.0934 1.9321 0.5722 0.2408 0.0836 0.0223
18 (1) 4.5505 2.1478 0.6361 0.2677 0.0929 0.0247
19 (1) 5.0297 2.3740 0.7030 0.2959 0.1027 0.0273
20 (1) 5.5308 2.6106 0.7731 0.3253 0.1130 0.0301
21 (1) 6.0538 2.8574 0.8462 0.3561 0.1236 0.0329
22 (1) 6.5985 3.1145 0.9223 0.3881 0.1348 0.0359
23 (1) 7.1646 3.3817 1.0015 0.4214 0.1463 0.0389
24 (1) (1) 3.6590 1.0836 0.4560 0.1583 0.0421
25 (1) (1) 3.9464 1.1687 0.4918 0.1707 0.0455

AVAILABLE PE PIPE SIZES AND RATINGS

Available Sizes SIDR Pressure Rating @ 73.48 F
1, 1-1/4, 1-1/2, 2 15 100
1, 1-1/2, 2 11.5 125
1, 1-1/2, 2 9 160
1, 1-1/2, 2, 2-1/2. 3, 4 7 200
1, 1-1/2, 2, 2-1/2. 3, 4 5.3 250

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

(3) For ASTM D2239, material PE3408. This is the most commonly used material. Other
materials have different ratings, see ASTM D2239.

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 NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.10
HIGH DENSITY POLYETHYLENE (HDPE)
FRICTION LOSS ft/100 ft
ASTM D1248, Type III
Hazen Williams C = 150
1-1/2 inch 2 inch 1-1/2 inch 2 inch 1-1/2 inch 2 inch 1-1/2 inch 2 inch
Q
130 psi 130 psi 160 psi 160 psi 200 psi 200 psi 255 psi 255 psi
Gallons
SDR 13.5 SDR 13.5 SDR 11 SDR 11 SDR 9 SDR 9 SDR 7.3 SDR 7.3
per
0.0143 A 0.0220 A 0.0131 A 0.0203 A 0.0119 A 0.0183 A 0.0104 A 0.0159 A
min.
1.62 ID 2.01 ID 1.55 ID 1.93 ID 1.48 ID 1.83 ID 1.38 ID 1.71 ID
1 0.0093 0.0032 0.0115 0.0040 0.0144 0.0051 0.0202 0.0071
2 0.0335 0.0117 0.0415 0.0143 0.0520 0.0185 0.0731 0.0257
3 0.0709 0.0248 0.0879 0.0302 0.1101 0.0392 0.1548 0.0545
4 0.1208 0.0422 0.1498 0.0515 0.1876 0.0667 0.2637 0.0928
5 0.1826 0.0639 0.2264 0.0778 0.2835 0.1008 0.3987 0.1403
6 0.2559 0.0895 0.3173 0.1091 0.3974 0.1413 0.5588 0.1967
7 0.3405 0.1191 0.4222 0.1451 0.5287 0.1880 0.7434 0.2616
8 0.4360 0.1525 0.5406 0.1858 0.6771 0.2408 0.9519 0.3350
9 0.5422 0.1896 0.6724 0.2311 0.8421 0.2995 1.1839 0.4167
10 0.6590 0.2305 0.8172 0.2809 1.0235 0.3640 1.4390 0.5065
11 0.7863 0.2750 0.9750 0.3351 1.2211 0.4343 1.7168 0.6042
12 0.9237 0.3231 1.1454 0.3937 1.4346 0.5102 2.0170 0.7099
13 1.0713 0.3747 1.3285 0.4566 1.6638 0.5917 2.3392 0.8233
14 1.2289 0.4298 1.5239 0.5238 1.9085 0.6787 2.6833 0.9444
15 1.3964 0.4884 1.7316 0.5952 2.1686 0.7712 3.0490 1.0731
16 1.5737 0.5504 1.9514 0.6707 2.4439 0.8691 3.4361 1.2093
17 1.7606 0.6158 2.1832 0.7504 2.7343 0.9724 3.8443 1.3530
18 1.9572 0.6845 2.4270 0.8342 3.0396 1.0810 4.2736 1.5041
19 2.1633 0.7566 2.6826 0.9221 3.3597 1.1948 4.7236 1.6625
20 2.3789 0.8320 2.9499 1.0140 3.6945 1.3139 5.1943 1.8282
21 2.6038 0.9107 3.2288 1.1098 4.0438 1.4381 5.6855 2.0010
22 2.8381 0.9926 3.5193 1.2097 4.4076 1.5675 6.1970 2.1810
23 3.0816 1.0777 3.8213 1.3135 4.7858 1.7020 6.7287 2.3682
24 3.3343 1.1661 4.1346 1.4212 5.1783 1.8416 (1) 2.5624
25 3.5961 1.2577 4.4593 1.5328 5.5849 1.9862 (1) 2.7636

(1) Exceeds 5.0 feet per second velocity

(2) Flow area, square feet

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.11
IPS-ID POLYBUTYLENE WATER SERVICE PIPE
FRICTION LOSS ft/100 ft
ASTM D2662, SDR 11.5, 160 psi 0 73.48 F
Hazen Williams C = 150

Q 3/4 inch 1 inch 1-1/4 inch 1-1/2 inch 2 inch

Gallons 0.00370 A 0.00600 A 0.01039 A 0.01414 A 0.02330 A
per min. 0.824 ID 1.049 ID 1.380 ID 1.610 ID 2.067 ID
1 0.2494 0.0770 0.0202 0.0096 0.0028
2 0.9003 0.2778 0.0731 0.0345 0.0102
3 1.9077 0.5886 0.1548 0.0731 0.0216
4 3.2499 1.0028 0.2637 0.1245 0.0369
5 4.9128 1.5159 0.3987 0.1882 0.0557
6 6.8859 2.1248 0.5588 0.2637 0.0781
7 9.1609 2.8267 0.7434 0.3509 0.1039
8 11.7308 3.6198 0.9519 0.4493 0.1331
9 (1) 4.5020 1.1839 0.5588 0.1655
10 (1) 5.4720 1.4390 0.6792 0.2011
11 (1) 6.5282 1.7168 0.8103 0.2400
12 (1) 7.6696 2.0170 0.9520 0.2819
13 (1) 8.8950 2.3392 1.1041 0.3270
14 (1) (1) 2.6833 1.2665 0.3751
15 (1) (1) 3.0490 1.4391 0.4262
16 (1) (1) 3.4361 1.6218 0.4803
17 (1) (1) 3.8443 1.8145 0.5374
18 (1) (1) 4.2736 2.0171 0.5973
19 (1) (1) 4.7236 2.2296 0.6603
20 (1) (1) 5.1943 2.4517 0.7260
21 (1) (1) 5.6855 2.6836 0.7947
22 (1) (1) 6.1970 2.9250 0.8662
23 (1) (1) 6.7287 3.1760 0.9405
24 (1) (1) (1) 3.4364 1.0176
25 (1) (1) (1) 3.7062 1.0976

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.12
CPS (Copper Pipe Size) POLYBUTYLENE WATER SERVICE PIPE
FRICTION LOSS ft/100 ft
ASTM D2666, SDR 13.5, 160 psi @ 73.408 F
Hazen Williams C = 150

Q 3/4 inch 1 inch 1-1/4 inch 1-1/2 inch 2 inch

Gallons 0.00303 A 0.00499 A 0.00748 A 0.01050 A 0.01789 A
per min. 0.745 ID 0.957 ID 1.171 ID 1.385 ID 1.811 ID
1 0.4075 0.1203 0.0450 0.0199 0.0054
2 1.4709 0.4344 0.1626 0.0718 0.0194
3 3.1166 0.9204 0.3445 0.1521 0.0412
4 5.3094 1.5681 0.5868 0.2591 0.0702
5 8.0262 2.3704 0.8871 0.3917 0.1061
6 11.2497 3.3225 1.2434 0.5490 0.1487
7 (1) 4.4202 1.6541 0.7304 0.1978
8 (1) 5.6602 2.1182 0.9353 0.2533
9 (1) 7.0397 2.6345 1.1633 0.3151
10 (1) 8.5564 3.2021 1.4139 0.3830
11 (1) 10.2081 3.8202 1.6868 0.4569
12 (1) (1) 4.4881 1.9817 0.5368
13 (1) (1) 5.2052 2.2984 0.6226
14 (1) (1) 5.9709 2.6365 0.7141
15 (1) (1) 6.7846 2.9958 0.8115
16 (1) (1) 7.6459 3.3761 0.9145
17 (1) (1) (1) 3.7772 1.0231
18 (1) (1) (1) 4.1989 1.1374
19 (1) (1) (1) 4.6411 1.2571
20 (1) (1) (1) 5.1036 1.3824
21 (1) (1) (1) 5.5862 1.5131
22 (1) (1) (1) 6.0888 1.6492
23 (1) (1) (1) 6.6112 1.7907
24 (1) (1) (1) (1) 1.9376
25 (1) (1) (1) (1) 2.0897

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.13
CPS (Copper Pipe Size) POLYBUTYLENE WATER SERVICE PIPE
FRICTION LOSS ft/100 ft
ASTM D2666, SDR 9, 250 psi 0 73.40 F
Hazen Williams C = 150

Q 3/4 inch 1 inch 1-1/4 inch 1-1/2 inch 2 inch

Gallons 0.00248 A 0.00408 A 0.00617 A 0.00865 A 0.01480 A
per min. 0.675 ID 0.865 ID 1.064 ID 1.259 ID 1.649 ID
1 0.6589 0.1969 0.0718 0.0316 0.0085
2 2.3784 0.7107 0.2593 0.1142 0.0307
3 5.0395 1.5059 0.5493 0.2420 0.0650
4 8.5853 2.5654 0.9358 0.4123 0.1108
5 12.9783 3.8781 1.4146 0.6233 0.1675
6 (1) 5.4356 1.9828 0.8736 0.2347
7 (1) 7.2315 2.6379 1.1623 0.3123
8 (1) 9.2602 3.3779 1.4883 0.3999
9 (1) 11.5172 4.2012 1.8511 0.4973
10 (1) (1) 5.1064 2.2499 0.6045
11 (1) (1) 6.0921 2.6842 0.7212
12 (1) (1) 7.1572 3.1535 0.8473
13 (1) (1) 8.3007 3.6574 0.9826
14 (1) (1) (1) 4.1954 1.1272
15 (1) (1) (1) 4.7672 1.2808
16 (1) (1) (1) 5.3723 1.4434
17 (1) (1) (1) 6.0106 1.6149
18 (1) (1) (1) 6.6818 1.7952
19 (1) (1) (1) 7.3854 1.9842
20 (1) (1) (1) (1) 2.1819
21 (1) (1) (1) (1) 2.3883
22 (1) (1) (1) (1) 2.6031
23 (1) (1) (1) (1) 2.8265
24 (1) (1) (1) (1) 3.0583
25 (1) (1) (1) (1) 3.2984

(1) Exceeds 5.0 feet per second velocity

(2) A = Flow area, square feet

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.14
BLACK OR GALVANIZED STEEL PIPE
FRICTION LOSS ft/100 ft
Schedule 40 (Standard)
Seamless & Electric Welded ASTM A120
Hazen Williams C = 100

1/2 inch 3/4 inch 1 inch 1-1/4 inch 1-1/2 inch 2 inch 2-1/2 inch 3 inch
Q
350 psi 350 psi 350 psi 500 psi 500 psi 500 psi 500 psi 500 psi
Gallons
0.0021 A 0.0037 A 0.0060 A 0.0104 A 0.0141 A 0.0233 A 0.0332 A 0.0513 A
per min.
0.622 ID 0.824 ID 1.049 ID 1.380 ID 1.610 ID 2.067 ID 2.469 ID 3.068 ID
1 2.0792 0.5285 0.1631 0.0429 0.0202 0.0060 0.0025 0.0009
2 7.5050 1.9077 0.5886 0.1548 0.0731 0.0216 0.0091 0.0032
3 15.9018 4.0420 1.2472 0.3280 0.1548 0.0458 0.0193 0.0067
4 27.0903 6.8859 2.1248 0.5588 0.2637 0.0781 0.0329 0.0114
5 40.9521 10.4094 3.2120 0.8447 0.3987 0.1181 0.0497 0.0173
6 57.3995 14.5900 4.5020 1.1839 0.5588 0.1655 0.0696 0.0242
7 76.3630 19.4103 5.9894 1.5751 0.7434 0.2202 0.0926 0.0322
8 97.7858 24.8556 7.6696 2.0170 0.9520 0.2819 0.1186 0.0412
9 121.6193 30.9137 9.5390 2.5085 1.1840 0.3506 0.1476 0.0512
10 (1) 37.5740 11.5941 3.0490 1.4391 0.4262 0.1793 0.0623
11 (1) 44.8270 13.8322 3.6376 1.7169 0.5085 0.2140 0.0743
12 (1) 52.6646 16.2506 4.2736 2.0171 0.5973 0.2514 0.0873
13 (1) 61.0791 18.8470 4.9564 2.3394 0.6928 0.2915 0.1012
14 (1) 70.0639 21.6194 5.6855 2.6836 0.7947 0.3344 0.1161
15 (1) 79.6125 24.5658 6.4603 3.0493 0.9030 0.3800 0.1319
16 (1) 89.7194 27.6845 7.2804 3.4364 1.0176 0.4283 0.1487
17 (1) (1) 30.9738 8.1455 3.8447 1.1386 0.4791 0.1663
18 (1) (1) 34.4321 9.0549 4.2739 1.2657 0.5326 0.1849
19 (1) (1) 38.0581 10.0085 4.7240 1.3990 0.5887 0.2044
20 (1) (1) 41.8504 11.0058 5.1948 1.5384 0.6474 0.2248
21 (1) (1) 45.8077 12.0465 5.6860 1.6838 0.7086 0.2460
22 (1) (1) 49.9289 13.1303 6.1975 1.8353 0.7723 0.2681
23 (1) (1) 54.2129 14.2569 6.7293 1.9928 0.8386 0.2912
24 (1) (1) 58.6585 15.4260 7.2811 2.1562 0.9074 0.3150
25 (1) (1) 63.2648 16.6373 7.8529 2.3255 0.9786 0.3398

(1) Exceeds 10.0 feet per second velocity

(2) A = Flow area, square feet

(3) It is good design practice to design steel pipe operating pressure for not more that 50%
of test pressure. The pressures shown are 50% of ASTM A120 test pressures.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

Table 5.15
BLACK OR GALVANIZED STEEL PIPE
FRICTION LOSS ft/100 ft
Schedule 80 (Standard)
Seamless & Electric Welded ASTM A120
Hazen Williams C = 100

1/2 inch 3/4 inch 1 inch 1-1/4 inch 1-112 inch 2 inch 2-1/2 inch 3 inch
Q
424 psi 425 psi 425 psi 750 psi 750 psi 750 psi 750 psi 750 psi
Gallons
0.0016 A 0.0030 A 0.0050 A 0.0089 A 0.0123 A 0.0205 A 0.0294 A 0.0459 A
per min.
0.546 ID 0.742 ID 0.957 ID 1.278 ID 1.500 ID 1.939 ID 2.323 ID 2.900 ID
1 3.9223 0.8805 0.2550 0.0623 0.0286 0.0082 0.0034 0.0012
2 14.1580 3.1784 0.9204 0.2250 0.1031 0.0295 0.0123 0.0042
3 29.9983 6.7346 1.9503 0.4767 0.2185 0.0626 0.0260 0.0088
4 51.1052 11.4730 3.3225 0.8122 0.3723 0.1066 0.0442 0.0150
5 77.2552 17.3436 5.0226 1.2278 0.5628 0.1612 0.0669 0.0227
6 108.2829 24.3093 7.0397 1.7209 0.7888 0.2259 0.0937 0.0318
7 144.0573 32.3405 9.3655 2.2894 1.0494 0.3006 0.1247 0.0423
8 (1) 41.4133 11.9929 2.9317 1.3438 0.3849 0.1596 0.0542
9 (1) 51.5070 14.9160 3.6462 1.6713 0.4787 0.1986 0.0674
10 (1) 62.6040 18.1296 4.4318 2.0314 0.5818 0.2413 0.0819
11 (1) 74.6888 21.6292 5.2872 2.4235 0.6942 0.2879 0.0977
12 (1) 87.7474 25.4108 6.2117 2.8472 0.8155 0.3383 0.1148
13 (1) 101.7673 29.4709 7.2041 3.3022 0.9458 0.3923 0.1332
14 (1) (1) 33.8060 8.2639 3.7879 1.0850 0.4500 0.1527
15 (1) (1) 38.4133 9.3901 4.3041 1.2328 0.5114 0.1736
16 (1) (1) 43.2899 10.5822 4.8506 1.3893 0.5763 0.1956
17 (1) (1) 48.4333 11.8395 5.4269 1.5544 0.6447 0.2188
18 (1) (1) 53.8411 13.1614 6.0328 1.7280 0.7167 0.2433
19 (1) (1) 59.5110 14.5474 6.6681 1.9099 0.7922 0.2689
20 (1) (1) 65.4410 15.9970 7.3325 2.1003 0.8711 0.2957
21 (1) (1) 71.6290 17.5097 8.0259 2.2989 0.9535 0.3236
22 (1) (1) 78.0733 19.0850 8.7480 2.5057 1.0393 0.3528
23 (1) (1) (1) 20.7225 9.4986 2.7207 1.1285 0.3830
24 (1) (1) (1) 22.4218 10.2775 2.9438 1.2210 0.4144
25 (1) (1) (1) 24.1825 11.0845 3.1749 1.3169. 0.4470

(1) Exceeds 10.0 feet per second velocity

(2) A = Flow area, square feet

(3) It is good design practice to design steel pipe operating pressure for not more that 50%
of test pressure. The pressures shown are 50% of ASTM A120 test pressures.

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NE Stockwater Pipeline Handbook Pipe Materials Selection

5.10 PVC PIPE FITTINGS

Schedule 40 and 80 solvent weld and threaded fittings are covered by the following ASTM
standards:
D2624 - Threaded Polyvinyl Chloride (PVC) Plastic Pipe Fittings, Schedule 80
D2466 - Polyvinyl Chloride (PVC) Plastic Pipe Fittings, Schedule 40
D2467 - Socket-Type Polyvinyl Chloride (PVC) Plastic Pipe Fittings, Schedule 80
These standards deal mainly with workmanship, materials, dimensions, tolerances, and testing.
There are no pressure rating standards for PVC fittings in the ASTM specifications. The only
pressure standards specified are for burst pressure.
One analysis, based very limited real data, proposes the upper limit working pressures for
Schedule 40 and 80 PVC fittings as tabulated in Table 5.16. Use this as a general guide only.
Actual allowable working pressures may vary widely with field conditions, particularly the
frequency and degree of surge pressures anticipated. On high pressure pipelines, metal or
other alternative type fittings may be needed.

Table 5.16
Estimated Upper Limit Working Pressures for
Schedule 40 and Schedule 80 PVC Fittings

Schedule 40 Schedule 80
Nominal Outside Pressure Rating Pressure Rating
Diameter Diameter Burst Working Burst Working
(in) (in) (psi) (psi) (psi) (psi)
1/2 0.840 1910 358 2720 509
3/4 1.050 1540 289 2200 413
1 1.315 1440 270 2020 378
1-1/4 1.660 1180 221 1660 312
1-1/2 1.900 1060 198 1510 282
2 2.375 890 166 1290 243
2-1/2 2.875 970 182 1360 255
3 3.500 840 158 1200 225

NSPH April 2008 5-21

 CHAPTER 6

PRESSURE AND SURGE CONTROL

NE Stockwater Pipeline Handbook Pressure and Surge Control

CHAPTER 6 - PRESSURE AND SURGE CONTROL

TABLE OF CONTENTS

PART 6.1 PIPELINE PRESSURE CONTROL 6-1

6.1.1 Need for Pressure Control 6-1
6.1.2 Pressure Reducing Valves 6-1
6.1.3 Grade Break at Tank 6-4
PART 6.2 SURGE CONTROL 6-6
6.2.1 Pressure Tank as Surge Chamber 6-6
6.2.2 Minimize Frequency of Pump Cycle 6-7
Flow Control Valve 6-9
Flow Controlled Pressure Switch 6-9
Pump Cycle Timer 6-9
6.2.3 Install Air Valves 6-11
6.2.4 Use Slow Closing Valves 6-11
6.2.5 Control Flow Rate at Float Valve 6-11
6.2.6 Operation Plan 6-11

FIGURES

Figure 6.1 Typical Pressure Reducing Valve Installation 6-2

Figure 6.2 Pressure Valve Parts and Design Charts 6-3
Figure 6.3 Float Valve Box 6-5
Figure 6.4 Operation of a Surge Chamber 6-7
Figure 6.5 Remote Multi Tank Installation 6-8
Figure 6.6 Flow Rate Controller Valves 6-10
Figure 6.7 Flow Controlled Pressure Switch 6-11

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NE Stockwater Pipeline Handbook Pressure and Surge Control

CHAPTER 6
PRESSURE AND SURGE CONTROL

6.1 PIPELINE PRESSURE CONTROL

6.1.1 Need for Pressure Control
There are frequent circumstances in long pipelines where the operating pressure at a hydrant is
too high. Due to the limitations of hydrant and float valve mechanisms, maximum pressure at a
hydrant and/or float valve should be limited to not more than 80 psi. In such a case, pressure
should be reduced before flow is turned into the valve.
The cost of high pressure pipe can sometimes be reduced by installing a pressure reducing
station in the pipeline. This allows use of a pipe with lower pressure rating. The cost savings
must always be weighed against potential operation and maintenance problems which are
frequently a result of installing a pressure reducing valve.
There are two ways to reduce pressure in a segment of pipeline. The first is to install a
pressure reducing valve, and the second is to install a tank with a float valve and a gravity
pipeline extension.
Pressure reducing valves or tank/float valves with gravity pipeline extensions, should be used
as a last resort. They are mechanical devices that can, and do, sometimes fail to operate. In
many cases there is no other way to maintain pressures below 80 psi, so a pressure reducing
device must be installed. Tank/float valves refer to an in-line float valve box as shown in Figure
6.3, page 6-5.
Examples in Chapter 9 show how to perform hydraulic calculations where pressure reduction is
required.

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NE Stockwater Pipeline Handbook Pressure and Surge Control

6.1.2 Pressure Reducing Valves

Figure 6.1 illustrates a typical pressure reducing valve installation.

Figure 6.1
TYPICAL PRESSURE REDUCING VALVE INSTALLATION

The pressure reducing valve size should be selected based on manufacturer's

recommendations. Use of too small a valve can create very high velocities in the valve and
result in premature valve failure while too large a valve can cause poor pressure regulation.

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NE Stockwater Pipeline Handbook Pressure and Surge Control

Figure 6.2 illustrates construction of a typical pressure reducing valve and a manufacturer
design chart.

Figure 6.2
PRESSURE VALVE PARTS AND DESIGN CHARTS

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NE Stockwater Pipeline Handbook Pressure and Surge Control

The valve illustrated in Figure 6.2 has a built-in strainer. Pressure reducing valves will not
operate properly if debris gets into the mechanism. If sediment and debris are a problem in the
pipeline, a more elaborate filter system may be required.
In designing a pressure reducing valve, the general rule is that velocity through the valve should
not exceed ten feet per second. Manufacturer's charts show the maximum capacity for each
size of valve based on design velocity.
There is a pressure reducing valve pressure loss called "Fall-off" that must be considered in the
design. When no flow is passing through the valve, there is zero fall-off. When maximum rated
flow is passing through the valve, there is up to 20 psi pressure fall-off. So if the pressure
reducer is set at 75 psi at no flow, the static hydraulic grade line would be at (75 x 2.31) = 173
feet above valve elevation. If the valve were to operate at design flow, hydraulic grade line
would start at the valve at [(75 - 20) x 2.31] = 127 feet above valve elevation.
When a pressure-reducing valve is used in a design, the plans should indicate, as a minimum,
the pressure differential and the allowable “fall-off” pressure for the design flow rate. This
information will be sufficient to allow the installer to obtain the appropriate valve from the
supplier.
Use of more than one pressure-reducing valve in a pipeline may result in oscillating pressures if
misused or improperly installed. When more than one pressure-reducing valve is used, the
design shall be approved by an engineer with appropriate job approval authority.
Figure 6.2 illustrates typical manufacturer information concerning valve fall-off values.
6.1.3 Grade Break at Tank
Starting a gravity pipeline at a tank is one positive way of controlling pressure in a segment of
pipeline. If the float valve hangs up, the tank simply overflows. Both static and dynamic
hydraulic grade line starts at the water surface in the tank. Only a usually insignificant pipeline
entrance loss is experienced under design flow.
Figure 6.3 illustrates one type of tank/float valve installation. This is a small tank with a float
valve used strictly for pressure regulation. A stock tank can be used in the same way.

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NE Stockwater Pipeline Handbook Pressure and Surge Control

Figure 6.3
FLOAT VALVE BOX

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NE Stockwater Pipeline Handbook Pressure and Surge Control

6.2 SURGE CONTROL

Surge (water hammer) can be a serious problem in long stockwater pipelines. Consider what
happens when a two-mile-long pipeline is suddenly shut off. The entire mass of water in the
pipe is moving in the direction of flow. When the water is suddenly shut off, considerable force
is required to stop the momentum of the large water mass.
Actual pressure build up depends on the total volume of water in the pipe--velocity at which the
water is moving and how fast the water is stopped. Pressures can be much greater than
operating pressure and can even be greater than static pressure in the pipeline.
In low head, low pressure pipelines, surge is usually not a significant consideration. The pipe
and appurtenances have high enough safety factors to withstand minor surges. Surge is almost
always a factor that must be addressed in long, high pressure pipelines where flow can be
suddenly stopped for any reason.
A frequent surge problem is encountered on pumped systems. When the pump shuts off, the
water starts to reverse in the line. A check valve closes, setting up a pressure wave and cyclic
pressure surges. If the pump system contains an automatic pressure switch, the pump can
rapidly cycle on and off causing damage to the pump, pipeline, and valves.
Another frequent cause of surges is rapidly turning off a hydrant. Frost free hydrants can be
shut off very rapidly by slamming down the handle. This is sure to cause surges in the pipeline.
Float valves will also be turned rapidly on or off if something causes the water in the tank to
slosh around.
Ways in which surge can be controlled include:
6.2.1 Pressure Tank as Surge Chamber
For automatic pressure systems, a properly maintained pressure tank will act as a surge
chamber. The air bubble in the pressure tank acts as a cushion for water reversing in the
pipeline. Figure 6.4 illustrates how a surge chamber works.

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NE Stockwater Pipeline Handbook Pressure and Surge Control

Figure 6.4
OPERATION OF A SURGE CHAMBER

Sometimes when pressure at the pump is very high, a normal pressure tank cannot be used. In
that case, it may be necessary to install a high pressure rated diaphragm-type pressure tank or
specially designed surge chamber. These are expensive but may be needed in high pressure
automatic systems.
It is sometimes proposed that a homemade surge chamber be installed. This is a piece of pipe
capped at one end and an air valve installed in the outer end. The chamber is filled with
compressed air after the system is pressurized with water.
Homemade surge chambers are not recommended. Experience and studies have shown that
this type of chamber soon waterlogs and becomes completely ineffective.
6.2.2 Minimize Frequency of Pump Cycles
Minimize the frequency of turning the pump on or off. This will reduce the number of surges that
pipeline and system will have to endure. This can be accomplished by increasing pressure tank
storage. Figure 6.5 illustrates a remote multiple tank setup for increased storage.

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NE Stockwater Pipeline Handbook Pressure and Surge Control

Figure 6.5
REMOTE MULTI-TANK INSTALLATION

Remote tanks can generate problems of their own. When the remote tank is far out on the
pipeline, hydraulic conditions can be such that during initial pump flow, friction loss in the pipe
will cause pressure to buildup to cut out pressure and turn the pump off before the remote tanks
have filled to design pressure. As pressure in the system equalizes, the pump will again start.
A rapid cycling can be set up which can be very destructive to pump and pipeline.

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NE Stockwater Pipeline Handbook Pressure and Surge Control

Three possible solutions to this problem are:

(1) Flow Control Valve

If this problem is encountered, one solution is to install an adjustable flow rate control valve
in the pipeline near the pump. With this valve, flow rate is adjusted downward until rapid
cycling is stopped. Figure 6.6 illustrates this type of installation and two types of flow rate
control valves. The valves shown are expensive.

Sometimes rubber orifice flow control valves of the type used to control flow to sprinkler
heads or trickle system laterals in irrigation systems can be used to control flow in
moderate pressure systems. These non-adjustable flow control valves are inexpensive.

(2) Flow Controlled Pressure Switch

There is a pressure regulator/pressure switch combination valve which works so that once
the pump comes on, it will not shut off until all flow in the system has stopped. This
guarantees that the pump will not cycle except between flow events. Figure 6.7 illustrates
this type of valve. There are two models with different flow rate ratings. At least two pump
manufacturers supply this type of valve as an accessory.

If either of the above two valves are used, make sure that the pressure rating of the pipe
between the pump and the valve is high enough to withstand the maximum pressure the pump
is capable of generating. This will require a review of the pump curve. With these types of
valves, the pressure between pump and valve will reach the maximum that the pump is able to
generate.
(3) Pump Cycle Timer

Another possible solution is to install short period timers in conjunction with the pressure
switch. The timer is set in a manner that will force minimum pump on or off cycle times. It
will be especially important to have adequate pressure tank storage; tank, pipe and
accessories rated for maximum pump pressure and pressure relief valves installed if this
alternative is selected.

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NE Stockwater Pipeline Handbook Pressure and Surge Control

Figure 6.6
FLOW RATE CONTROLLER VALVES

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NE Stockwater Pipeline Handbook Pressure and Surge Control

Figure 6.7
FLOW CONTROLLED PRESSURE SWITCH

6.2.3 Install Air Valves

Remnants of air in the pipeline can set up conditions that promote surges. Air valves or vents
should be installed in the pipeline to remove air under pressure. See Chapter 7 for more details
on air removal.
6.2.4 Use Slow Closing Valves
Install throttling type globe valves instead of frost free hydrants. Globe valves must be installed
in access risers so that they are below frost line.
6.2.5 Control Flow Rate at Float Valve
Control the maximum flow rate through a float valve by installing an orifice or a flow control
valve. Low cost rubber orifice type flow control valves of the type used in sprinkler systems can
be installed just ahead of the float valve.
6.2.6 Operation Plan
Provide an operation plan to the operator cautioning he or she to close valves slowly and
otherwise operate the system in a manner which will minimize surges in the system.

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NE Stockwater Pipeline Handbook Pressure and Surge Control

6.3 Calculating Surge Pressure

The methods for calculating the surge response from an instantaneous change in velocity in
livestock pipelines are shown below.
6.3.1 Pressure Wave Velocity
The first step in calculating surge pressure is to determine the velocity of the pressure wave,
equation 6.1. The pressure wave velocity is dependent upon both the pipe properties and the
fluid properties. Pipe properties include modulus of elasticity of the pipe material, pipe diameter
and wall thickness. Fluid properties include the bulk modulus of elasticity and density.
Equation 6.1: Pressure wave velocity.
4660
a=
k (DR − 2)
1+
E

Where: a = wave velocity, fps

k = fluid bulk modulus, 300,000 psi for water
DR = dimension ratio for the pipe (OD/t)
E = modulus of elasticity of the pipe, psi
E = 400,000 psi for PVC 12454
E = 115,000 psi for PE 3408

6.3.2 Surge Pressure

The surge pressure due to the instantaneous change in velocity is then calculated as shown in
equation 6.2.
Equation 6.2: Surge pressure.
aΔV
Ps =
2.31g

Where: Ps = pressure surge, psi

a = wave velocity, fps
∆V = change in velocity, fps
g = acceleration due to gravity, 32.2 ft/sec2

6.3.3 Unit Surge Pressure

The pressure surge calculations shown above can be simplified using equation 6.3 along with
the unit (1 fps) change in velocity as shown in table 6.1.

Equation 6.3: Surge Pressure.

Ps = ΔV ⋅ PsΔV =1 fps
Where: Ps = pressure surge, psi
∆V = change in velocity, fps
Ps∆V=1 fps = Pressure surge for 1 fps change in velocity, psi/fps

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NE Stockwater Pipeline Handbook Pressure and Surge Control

Table 6.1: Unit surge pressures for PVC and PE pipe.

PVC Pipe Pressure Surge PE 3408 Pressure Surge
Pressure Pressure
Dimension Dimension
Surge, psi/fps Surge, psi/fps
Ratio Ratio
(ΔV = 1 fps) (ΔV = 1 fps)
13.5 20.2 7.3 16.3
14 19.8 9 14.3
17 17.9 9.3 14.0
18 17.4 11 12.7
21 16.0 13.5 11.3
25 14.7 17 9.9
26 14.4 21 8.8
32.5 12.8 26 7.9
41 11.4 32.5 7.0

6.3.4 Pressure Surge Example

Example 1: Use equation 6.1 and 6.2 to calculate the surge pressure in a 1 ½ inch, SDR 26,
PVC livestock pipeline with a maximum flow rate of 10 gpm.
Step 1: Calculate wave velocity
4660
a= = 1069.1 fps Equation 6.1
300,000(26 − 2)
1+
400,000
Step 2: Calculate ∆V
Convert maximum Q from gpm to cfs.
10.0 gpm
Maximum Q (cfs) = = 0.0223 cfs
448.8 cfs
gpm
Determine cross-section area of pipe (ft2)
A=0.0168 ft2 Table 5.3, page 5-8.
Q 0.0223 cfs
ΔV = = = 1.33 fps
A 0.0168 ft 2
Step 3: Calculate Surge Pressure
1069.1 × 1.33
Ps = = 19.1 psi Equation 6.2
2.31 × 32.2

Example 2: Use equation 6.3 to determine the pressure surge in a pipeline flowing a 1.3 fps
due to a sudden valve closure. The pipe material is SDR 26, PVC.
Ps∆V=1 fps = 14.4 psi/fps Table 6.1
Ps = 1.3 fps x 14.4 psi/fps = 19.1 psi Equation 6.3

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CHAPTER 7

AIR CONTROL
NE Stockwater Pipeline Handbook Air Control

CHAPTER 7 - AIR CONTROL

TABLE OF CONTENTS

PART 7.1 GENERAL 7-1

PART 7.2 AIR/GAS PROBLEMS 7-1
PART 7.3 AIR IN LOW HEAD GRAVITY PIPELINES 7-3
PART 7.4 AIR CONTROL IN HIGH HEAD, LONG PIPELINES 7-3
PART 7.5 HOW AIR VALVES WORK 7-8
PART 7.6 AIR VALVE INSTALLATION 7-12

FIGURES

Figure 7.1 Releasing Air from Pipeline 7-2

Figure 7.2 Typical System with Air Valves 7-4
Figure 7.3 Vacuum Relief 7-5
Figure 7.4 Release of Large Volumes of Air During Filling 7-6
Figure 7.5 Water and Pressure Keep Float Valve Closed 7-6
Figure 7.6 Air Release Valve for Releasing Air While Pipe
is Under Pressure 7-7
Figure 7.7 Typical Air Release Valves 7-9
Figure 7.8 Typical Air Relief/Vacuum Valves (two way) 7-10
Figure 7.9 Typical Air/Vac/Air Release Valves (three way) 7-11
Figure 7.10 Air Valve Installation 7-12

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NE Stockwater Pipeline Handbook Air Control

CHAPTER 7 - AIR CONTROL

7.1 GENERAL
Air trapped in stockwater pipelines can reduce or even completely stop the flow of water in the
line. This is particularly a critical problem in long pipelines and those that operate under very
low pressure.

7.2 AIR/GAS PROBLEMS

Air or gas gets into a pipeline in several ways. These include:
• When a pipeline is drained, air enters the line. If a means for air escape is not provided,
air will be trapped at high points in the pipeline.

• There are various forms of gasses in well waters. These gases can come out of solution
during pipeline operation. Some wells have more serious gas problems than others.

• If the water level in a well or other source falls below the pump intake, air is drawn into
the pipeline by the pump.

• In gravity systems, air can be drawn into the pipeline when water surface falls below the
pipeline entrance.

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NE Stockwater Pipeline Handbook Air Control

Figure 7.1
RELEASING AIR FROM PIPELINE

Figure 7.1 illustrates what happens when air is trapped at a high point in a pipeline. A bubble is
formed at the high point. The effect is to reduce the cross-sectional area of the pipeline and
thus restrict flow. This has the same effect as inserting a short length of smaller diameter pipe
in the pipeline. Velocity accelerates through the smaller section of pipe and friction loss is
increased. Since friction loss is a function of the square of velocity, friction loss can increase
significantly when a large bubble is present. If the bubble is large enough or there are many of
them, flow can be shut off completely.

As velocity increases, the air pocket tends to be pushed down the pipe in some sort of
elongated bubble. There may be several separate bubbles formed. If velocities are high
enough and elevation difference to the next low point is not too great, the bubble may be
pushed through to the next high point or outlet.

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NE Stockwater Pipeline Handbook Air Control

7.3 AIR IN LOW HEAD GRAVITY PIPELINES

Air locks are a frequent problem in very low flow, low pressure pipelines. An example of this
type of system is a spring fed installation. In this case, the velocity of water is very low. Air
bubbles do not get pushed out, even if the summit in the line is only one pipe diameter above
the rest of the line.
The solution for air lock problems can be either of the following:
• Install an open air vent at all summits in the line and at the beginning/inlet of the line.
Figure 3.1 in Chapter 3, illustrates an example of this type of pipeline system.

• Install the pipe so there are no summits in the line. Carefully lay out the pipe so it is on
either a constantly increasing or decreasing grade.
For very low pressure pipelines, experience indicates that minimum pipe diameter should be:
1-1/4 inch nominal diameter for grades over 1.0 percent.
1-1/2 inch nominal diameter for grades from 0.5 to 1.0 percent.
2 inch nominal diameter for grades from 0.2 to 0.5 percent.
For grades less than 0.2 percent, gravity flow systems are not recommended. Where pipe of
minimum size will not deliver the required flow, the size should be increased.
Cleaning may be made easier by placing "T's" or "Y's" with plugs at strategic points in the
pipeline.
Outlet pipes from a spring box should be placed at least 6 inches above the box floor to allow
for sediment storage. A tee and vent pipe or a screen should be installed on the pipe within the
spring box to reduce plugging by leaves and trash.
Pipes starting at storage tanks or ponds should be screened and placed far enough above the
tank bottom to prevent sediment from entering the system. Screens should be made of copper,
plastic, or stainless steel. A swivel-elbow arrangement connected to a float will alleviate both
bottom sediment and surface trash problems associated with ponds and large open storage
tanks.

7.4 AIR CONTROL IN HIGH HEAD, LONG PIPELINES

There are two ways to resolve air problems in high pressure pipelines:
• Minimize the number of summits in the line by meandering the pipeline along the
contour to avoid high points. There is a point where the cost of additional pipeline
length makes this cost prohibitive.

• Install air valves at summits to control the entry and exhausting of air. Figure 7.2
shows this type of installation.

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NE Stockwater Pipeline Handbook Air Control

Figure 7.2
TYPICAL SYSTEM WITH AIR VALVES

There are three types of functions that air valves perform:

1. When a pipeline is emptied, air must be allowed to enter the line. If provisions are not
made for entry of air, a vacuum can be created in the pipeline. This can lead to collapse of
the pipe or at least a break in the water column, which creates gas or water vapor pockets
in the pipeline. Although it is unlikely that the small diameter pipe in stockwater lines will
collapse due to vacuum, it is a bad design practice to allow significant vacuum to develop
in the pipeline. It is therefore important to have a vacuum relief mechanism at significant
high points in the line.

Figure 7.3 illustrates how a typical air valve operates. Since there is no water in the valve
chamber, the float drops on to a cage and allows air to enter the large orifice.

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NE Stockwater Pipeline Handbook Air Control

Figure 7.3
VACUUM RELIEF

2. When an empty pipe is filled with water, air in the line must be released in large volumes.
This can be done by leaving the hydrants open. But what if the hydrants are closed? Air
pressure will build up in the pipeline. When a hydrant or float valve is opened, high
pressure air will escape and then, when water hits the end of the line, water hammer will
probably occur.

For adequate system protection, there must be a mechanism to automatically release large
volumes of air from the pipeline during filling. For best results, the mechanism should be
located at all significant summits in the line.

Figure 7.4 illustrates how a typical air valve functions. Since water has not yet entered the
valve chamber, the float stays down on a cage. Large volumes of air escape through the
large orifice.

When the pipe fills, the float floats to the top of the valve and closes the large orifice. The
valve then remains closed until the pipeline is again empty. The float will not drop unless
pressure drops to zero, since pressure keeps it seated against the orifice. This is the case
even if an air pocket builds up in the valve chamber during operation.

Figure 7.5 illustrates the closed valve.

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NE Stockwater Pipeline Handbook Air Control

Figure 7.4
RELEASE OF LARGE VOLUMES OF AIR DURING FILLING

Figure 7.5
WATER AND PRESSURE KEEP FLOAT VALVE CLOSED

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NE Stockwater Pipeline Handbook Air Control

3. During operation of the pipeline, air bubbles and other gasses come out of solution and
buildup as gas bubbles at summits in the line. There are usually also remnants of the large
volumes of air present immediately after filling. If the summit is high enough, this air will
never push on through the line. Gases may eventually buildup to the point where the flow
rate is seriously reduced or flow may even stop. It is not possible to predict how serious a
problem this may be when designing a pipeline.

Figure 7.6 illustrates how a typical air release valve works. A heavy float and a small orifice
allow the float to drop and open the orifice even when the system is under pressure. So
when air bubbles gravitate to the air chamber, and the float drops, high pressure air is
expelled from the valve.

Figure 7.6
AIR RELEASE VALVE
FOR RELEASING AIR WHILE PIPE IS UNDER PRESSURE

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NE Stockwater Pipeline Handbook Air Control

In the past, there have been long high pressure stockwater lines installed with little or no
provision for air venting. Many of these systems work. A line that has worked for years will
sometimes slow down or stop. The usual culprit is air in the line.

Long stockwater pipelines are expensive. The cost of installing adequate air handling
equipment during initial installation is a relatively small part of total installation cost. The cost of
installing air valves is much less in the initial installation than going back later to add needed
valves. Adequate air handling equipment should always be designed into a system at the time
of initial installation.

In high pressure, moderate flow systems, there are frequently many small undulations in the
ground surface and a few large peaks, causing air bubbles to be trapped in the summits. For
pipelines larger than 1-1/4 inch diameter, consideration should be given to installing air release
valves at the smaller summits. Because the velocity in larger diameter pipelines is slower, less
air bubbles will be carried from higher peaks. By installing additional hydrants or air release
valves, the potential for air entrapment problems is reduced.

In most cases, air handling equipment such as a COMB or 3-way valve should be installed on
all summits of 20 feet or more, at the end of the pipeline, and at the first high point of any kind
past the pump. A particularly important location for a continuous acting air release valve is the
first high point past the pump. This valve will catch and release most gas introduced by the
pump.

If the pipeline goes downhill from the well, it would be advisable to locate the COMB valve right
after the pressure tank (within 10 feet).

Ignoring summits which are less than 20 feet may occasionally lead to system operational
problems. In that case, the owner will have to go back and install air valves or vents at all
summits. So far, the risk involved in using this rule of thumb has proved acceptable.
Remember that it is not acceptable to ignore summits in the line in low head, low velocity
pipelines.

The preferred locations for air venting are at high points in the line. Hydrants, open vents, or
vacuum relief valves can be used. Where the hydraulic grade line is close to pipe elevation,
open air vents are the best choice. Hydrants can be used if they are always opened at the time
of draining and filling of the pipeline. The risk of using hydrants is that there may be additional
damage to the line if a sudden pipeline break should unexpectedly drain the line.

For long pipelines, pipelines installed in undulating terrain, or pipelines with long intervals
between valves or tanks, additional valves may be needed. For these situations, contact the
Field Engineer or Civil Engineering Technician for assistance.

7.5 HOW AIR VALVES WORK

There are four general types of air valves. They are:

1. Vacuum relief valve (relieve vacuum only)

2. Air relief/vacuum relief valve (ARV or 2-way valves): These valves relieve vacuum during
emptying and expel large volumes of air during filling.

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NE Stockwater Pipeline Handbook Air Control

3. Air release valve (release small volumes of air under pressure)

4. Combination air/vacuum relief, air release (COMB or 3-way valves). These valves combine
all 3 of the above mentioned valve functions into one valve.

The latter three types of valves are usually used in stockwater pipelines. The smallest valves
available are usually adequate. Valves are rated according to maximum pressure that they can
operate under as well as by orifice size. Only appropriate pressure rated valves should be
used.

Figures 7.5 through 7.9 illustrate cutaway views of typical air valves used in stockwater
pipelines. Different manufacturers have different ways of doing the same job. Some valves are
made of plastic. These generally are adequate for low pressure operation. The cast iron
models are for high pressure operation.

It is sometimes claimed that the air release (small orifice) valve will also serve the purpose as
vacuum relief valve. The small orifice is not adequate to prevent high vacuum from occurring if
there is a sudden break or during emptying of the pipeline. The proper kind of valves should be
used where needed.

In most cases, the combination (three-way) valve should be installed at all significant summits.
An air release valve will suffice at small summits. At the end of the line an air release/vacuum
(two-way) valve should be installed.

Figure 7.7
TYPICAL AIR RELEASE VALVES

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NE Stockwater Pipeline Handbook Air Control

Figure 7.8
TYPICAL AIR RELIEF/VACUUM VALVES (TWO WAY)

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NE Stockwater Pipeline Handbook Air Control

Figure 7.9
TYPICAL AIR/VAC/AIR RELEASE VALVES (THREE WAY)

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NE Stockwater Pipeline Handbook Air Control

7.6 AIR VALVE INSTALLATION

Figure 7.10 illustrates a good air valve installation. Since air valves can leak some water,
provisions must be made to dissipate this water.

Figure 7.10
AIR VALVE INSTALLATION

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 CHAPTER 8

PIPELINE SYSTEM ACCESSORIES

NE Stockwater Pipeline Handbook Pipeline System Accessories

CHAPTER 8 - SYSTEM ACCESSORIES

TABLE OF CONTENTS

PART 8.1 SPRING FED PIPELINE ENTRANCE 8-1

PART 8.2 WELLS AND SUMPS 8-5
PART 8.3 PUMPS 8-5
8.3.1 Submersible Electric Pump 8-8
8.3.2 Jet Pump 8-11
8.3.3 Turbine Booster Pump 8-13
8.3.4 Piston Pumps 8-14
8.3.5 Windmill 8-14
8.3.6 Wind Generator Powered Pump 8-19
8.3.7 Solar Powered Pump System 8-20
8.3.8 Internal Combustion Engine Powered Pumps 8-23
8.3.9 Hydraulic Rams 8-24
8.3.10 Constant Pressure Submersible Pumps 8-27
PART 8.4 PRESSURE TANKS 8-27
8.4.1 Plain Pressure Tank 8-29
8.4.2 Diaphragm Type Tank 8-30
8.4.3 Tank Pressure Rating 8-30
PART 8.5 PRESSURE SWITCHES 8-40
8.5.1 Switch Characteristics 8-40
8.5.2 Pressure 8-40
PART 8.6 ELECTRICAL PUMP CONTROL EQUIPMENT 8-41
8.6.1 Automatic Water Level Control 8-41
8.6.2 Remote Control Pump Float Switch 8-43
PART 8.7 STOCKWATER TANKS 8-45
8.7.1 Tank Materials 8-45
Concrete Tanks 8-45
Fiberglass Tanks 8-51
Plastic Tanks 8-51
Galvanized Steel Tanks 8-53
Rubber Tire Tank 8-53
8.7.2 Water Inlet Protection 8-57
8.7.3 Protection Around Tanks 8-61
8.7.4 Tank Overflows 8-61
8.7.5 Inlet to Pipeline From Tank 8-63
PART 8.8 STORAGE TANKS 8-64
PART 8.9 PIPELINE DRAINS 8-71

FIGURES

Figure 8.1 Typical Spring Box and Pipe Collection 8-1

Figure 8.2 Typical Spring Box Direct Collection 8-2
Figure 8.3 Water Collection Without Spring Box 8-3
Figure 8.4 Typical Spring Fed Pipeline 8-4
Figure 8.5 Submersible Pump 8-8
Figure 8.6 Typical Well With Pitless Adopter and Submersible Pump 8-9

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Figure 8.7 Typical Submersible Pump Curve 8-10
Figure 8.8 How a Jet Pump Works 8-11
Figure 8.9 Typical Jet Pump Installation and Capacity Table 8-12
Figure 8.10 Typical Turbine Booster Pump 8-13
Figure 8.11 Three Piston Pump 8-14
Figure 8.12 Windmill as Supply to Tank 8-15
Figure 8.13 Windmill Connected to Pipeline 8-16
Figure 8.14 Wind Generator Powered Pump 8-19
Figure 8.15 Typical Solar Submersible Pump Gravity System 8-21
Figure 8.16 Shallow Water Table Solar Pump Installation 8-22
Figure 8.17 Propane Powered, Automatic Generator for Pump 8-23
Figure 8.18 Typical Hydraulic Ram Installation 8-25
Figure 8.19 Small Plastic Hydraulic Ram 8-25
Figure 8.20 Large Steel Hydraulic Rams 8-26
Figure 8.21 How a Pressure Tank Works 8-28
Figure 8.22 Multiple Pressure Tank Installation 8-29
Figure 8.23 Plain Pressure Tank Capacity 8-30
Figure 8.24 Float Switch Pump Control 8-41
Figure 8.25 Water Level in Storage Tank and in Well 8-42
Figure 8.26 Remote Float Operated Switching Equipment 8-43
Figure 8.27 Water Level Control Switches 8-44
Figure 8.28 Concrete Tank 8-47
Figure 8.29 Concrete Trough 8-48
Figure 8.30 Tank Made from Concrete Pipe 8-49
Figure 8.31 Frost Proof Concrete Tank 8-50
Figure 8.32 Frost Free Fiberglass Tank 8-52
Figure 8.33 Tank Made from Corrugated Steel Segments 8-54
Figure 8.34 Manufactured Steel Tank 8-55
Figure 8.35 Rubber Tire Tank Installation Methods 8-56
Figure 8.36 Typical Tank Layout Plans 8-58
Figure 8.37 Tank Details 8-59
Figure 8.38 Layout Using Submerged Float Valve 8-60
Figure 8.39 Overflows 8-62
Figure 8.40 Pipeline Tank Inlet 8-63
Figure 8.41 Commercial Steel Water Storage Tank 8-66
Figure 8.42 Fabricated Steel Storage Tank 8-67
Figure 8.43 Constructed Corrugated Steel Storage Tank 8-68
Figure 8.44 Fiberglass Storage Tank 8-69
Figure 8.45 Water Harvesting System Using Rubberized
Fabric Storage Bag 8-70
Figure 8.46 Pipeline Drains 8-72

TABLES

Table 8.1 Approximate Windmill Capacity 8-17

Table 8.2 Windmill Pumping Head 8-18
Table 8.3 to 8.7 Diaphragm Pressure Tank Size Selection,
Minimum Recommended Total Storage Tank Size 8-32 to 8-34
Table 8.8 to 8.12 Plain Pressure Tank Size Selection,
Minimum Recommended Total Storage Tank Size 8-35 to 8-39

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 CHAPTER 8
PIPELINE SYSTEM ACCESSORIES

8.1 SPRING FED PIPELINE ENTRANCE

There are many ways that water can be collected at a spring and led into a pipeline. Figures
8.1 through 8.4 illustrate some typical installations.
If the spring yields any kind of sediment along with the water, a spring box should be installed.
A spring box is also useful for monitoring and maintaining the spring water collection system.
Chapter 12 of the Natural Resources Conservation Service Engineering Field Manual provides
information on developing springs and spring water collection systems.

Figure 8.1
TYPICAL SPRING BOX AND PIPE COLLECTION

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NE Stockwater Pipeline Handbook Pipeline System Accessories

Figure 8.2
TYPICAL SPRING BOX DIRECT COLLECTION

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NE Stockwater Pipeline Handbook Pipeline System Accessories

Figure 8.3
WATER COLLECTION WITHOUT SPRING BOX

PLAN

Note: Instead of a "T", a "Y" may be installed with the riser at a 45 degree angle with the
ground. This will allow using a snake to clean out the perforated drain pipe.

PROFILE

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NE Stockwater Pipeline Handbook Pipeline System Accessories

Figure 8.4
TYPICAL SPRING FED PIPELINE

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8.2 WELLS AND SUMPS

Figure 8.6 illustrates a typical pitless adapter type of submersible pump installation. The pitless
adapter puts the top of the well casing above the surrounding ground so contaminating water
will not run into the well. The pipe exits the well casing below the frost line.
In the past, many wells were constructed with the top below ground in the bottom of a pit. If the
pit flooded, the well and possibly the groundwater aquifer could become contaminated. This
type of installation is no longer acceptable.
State health laws regulate how wells are constructed so the potential for water contamination is
minimized. It is important to become familiar with these regulations when planning stockwater
systems involving wells.
Chapter 12 of the Natural Resources Conservation Service Engineering Field Manual (EFM)
provides more information on wells.

8.3 PUMPS
There are many kinds of pumps used in stockwater pipelines. The best alternative depends on
available sources of power, flow rate and head requirements, and water source.
Availability of electric power is frequently a major factor in determining whether or not an electric
pump can be used. If power is not already available at the water source, it can be very
expensive to provide. Two major considerations when planning a stockwater system requiring
pumping are electric power availability and cost of providing electric power.
NE-NRCS DOES NOT determine which pump will be required for a pipeline to operate
satisfactorily. This is the responsibility of the pipeline owner after the necessary information has
been supplied as part of the design. With the proper information, the pump can be selected by
the owner or installer.
It is good practice to the review the pump selected by the operator to assure that the system will
function as designed.
The selection of the proper pump is based on the following information:
• Required discharge
• Pipeline operating pressure requirements
• Total head
The total head is obtained by adding the maximum required pressure at the well (in feet) to the
depth to the ground water. If the depth of well drawdown is known from the well installation, this
depth should be added also.
Pump Curves
The pump should be able to supply the design flow rate at the maximum operating pressure. A
pump curve is used to assure this requirement is met. The example pump curve shown on page
8-8 is valid only for the specific pump models for which it was developed (in this case, 18 GPM
SUBMERSIBLE SERIES “CC”). Therefore, to evaluate if a pump meets the design
requirements, the pump curve for the installed pump should be obtained from the pump installer
or manufacturer.

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Example:
Given: Required discharge 10 gpm
Operating pressure required 60-80 psi
Depth to water table 120 feet
Drawdown 10 feet

Total head = 80 psi x 2.31 ft/psi + 120 ft +10 ft = 315 ft

From Figure 8.7, for 10 gpm and 315 feet of head, a 1 1/2 HP, model 11CC will meet these
design requirements.

The objective of a properly sized pump for a livestock pipeline system is to supply the required
flow rate at the required pressure while minimizing pump cycling, or stopping and starting.
Installing a pump with horsepower rating which is too large or too small may cause significant
problems with the system.
A pump with a horsepower rating too large may pump water to the open hydrant or tank faster
than the pipeline design velocity. The resulting surge of water will cause a temporary rise in the
friction loss and pressure. This elevated pressure can cause the pump to cycle off prematurely
(by reaching the "pump off" pressure) even though the tank float is still open. Once the surge of
water dissipates, the friction loss decreases until the pressure drops to the "pump on" pressure
and the well cycles on again, resulting in another surge of water. Cycling the pump on and off
too frequently can dramatically shorten the life of the pump, sometimes causing the pump to
burn out.
If a 3 HP-19CC pump was selected for the previous example, the pump would supply
approximately 21 gpm at 315 feet of head. The friction loss would increase and the pressure
would rise. At 10 gpm, the pump would supply 550 feet of operating head. Thus the pump
would cycle off by reaching the "pump off" pressure. This also illustrates the importance of
using a pressure switch. If the system did not have a pressure switch or if the switch
malfunctioned, the 3 HP pump could supply enough pressure head to rupture the pipe.
A pump with a horsepower rating too small may either supply less than the designed flow rate or
may not supply water to all pipeline locations.
A properly designed pipeline system will provide water at the design flow rate. It should never
be necessary to increase the pressure switch settings. If the installed pipe material or pipe size
is different than the design, the proper switch settings can be calculated. Arbitrarily increasing
pressure settings to increase flow rate can cause problems with the system including pipe
failure, decreased pipe life, or inadequate flow rate delivery.
8.3.1 Submersible Electric Pump
Figure 8.5 illustrates a typical submersible pump. This is the best type of pump for deep wells.
Some submersible pumps have a built-in check valve in the pump. It is a good idea though,
particularly on high-pressure systems, to install another separate check valve on the pump side
of the pressure tank.
Figure 8.6 illustrates a typical submersible pump system using a pitless adapter. Figure 8.7
illustrates a typical submersible pump curve.

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Figure 8.5
SUBMERSIBLE PUMP

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Figure 8.6
TYPICAL WELL WITH PITLESS ADAPTER AND SUBMERSIBLE PUMP

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Figure 8.7
TYPICAL SUBMERSIBLE PUMP CURVE

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8.3.2 Jet Pump

Figure 8.8 illustrates how a jet pump works. Jet pumps are used for shallow and medium depth
wells. Jet pumps must usually be installed in an insulated aboveground enclosure. This allows
the top of the well casing to extend above the ground.

Figure 8.8
HOW A JET PUMP WORKS

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Figure 8.9
TYPICAL JET PUMP INSTALLATION AND CAPACITY TABLE

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8.3.3 Turbine Booster Pump

Turbine pumps in various configurations are occasionally used in stockwater installations.
Figure 8.10 illustrates one type that can be used. The inner workings of this pump are the same
as a submersible pump. This type of pump can be used to boost pressure from sources such
as domestic water supplies and storage tanks.

Figure 8.10
TYPICAL TURBINE BOOSTER PUMP

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8.3.4 Piston Pumps

Electric or waterwheel driven piston pumps are sometimes used for very high pressure systems.
Although piston pumps are able to supply high pressures, they have the disadvantage of having
a pulsating delivery. These pressure surges must be counteracted by the use of surge
chambers and adequate pressure rated pipe. Figure 8.11 illustrates the inner workings of one
type of three piston pump.
8.3.5 Windmill
Windmills can still be used to great advantage when power is not available at a site. The most
important factor is to provide adequate storage to carry over during periods of little or no wind.
Windmills also require frequent checking and maintenance.

Figure 8.11
THREE PISTON PUMP

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Figure 8.12
WINDMILL AS SUPPLY TO TANK

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Figure 8.13 shows how to connect a windmill to a pipeline. When designing a windmill supplied
pipeline the total dynamic head equals static head plus losses in the drop pipe plus pipeline
losses.

Figure 8.13
WINDMILL CONNECTED TO PIPELINE

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Table 8.1 tabulates approximate windmill capacities, and Table 8.2 tabulates approximate
pumping heads. These are based on winds exceeding 12 mph. Short stroke systems increase
pumping head by 1/3 and reduce pumping capacity by 1/4.
For 12 mph winds, capacity is reduced about 20% and for 10 mph winds, about 38%. If
prevailing winds are low, use of a cylinder smaller than shown will permit the mill to operate in
lower wind velocity.
The drop pipe should never be smaller than the pump cylinder. For deep wells, use a ball valve
and lightweight rod.

Table 8.1
APPROXIMATE WINDMILL CAPACITY

Cylinder Wheel Diameter (feet)

Diameter
(inches) 6 feet 8-16 feet

1-3/4 105 150

1-7/8 125 180
2 130 190
2-1/4 180 260
2-1/2 225 325
2-3/4 265 385
3 320 470
3-1/4 370 550
3-1/2 440 640
3-3/4 500 730
4 570 830
4-1/4 - 940
4-1/2 725 1050
4-3/4 - 1170
5 900 1300
5-3/4 - 1700
6 - 1875
7 - 2550
8 - 3300

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Table 8.2
WINDMILL PUMPING HEAD

Cylinder Wheel Diameter (feet)

Diameter
(inches) 6 8 10 12 14 16

3/4 130 185 280 420 600 1000

1-7/8 120 175 260 390 560 920
2 95 140 215 320 460 750
2-1/4 77 112 170 250 360 590
2-1/2 65 94 140 210 300 490
2-3/4 56 80 120 180 260 425
3 47 68 100 155 220 360
3-1/4 41 58 88 130 185 305
3-1/2 35 50 76 115 160 265
3-3/4 30 44 65 98 143 230
4 27 39 58 86 125 200
4-1/4 - 34 51 76 110 180
4-1/2 21 30 46 68 98 160
4-3/4 - - 41 61 88 140
5 17 25 37 55 80 130
5-3/4 - - - 40 60 100
6 - 17 25 38 55 85
7 - - 19 28 41 65
8 - - 14 22 31 50

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8.3.6 Wind Generator Powered Pump

Wind generators can be used to power low volume pumps. These systems are expensive and
have the same disadvantage as windmills in that they depend on wind being available to pump
water. They may be more reliable than windmills because there are less mechanical
components to go wrong. It may also be possible to pump water from deeper depths.
Figure 8.14 illustrates a wind generator. This small generator delivers 12 or 24 volt power and
might be used with the same type of pumps as solar powered pumps, or might be used in
conjunction with solar power.

Figure 8.14
WIND GENERATOR POWERED PUMP

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8.3.7 Solar Powered Pump System

Solar powered pumps have the advantage of operating as long as there is adequate sunlight.
The main disadvantage of this type of installation is that it is expensive. This can be more than
compensated for though by not having to install power to the site.
As with wind powered systems, it is important to have adequate tank storage to carry through
periods of low sunlight levels and heavy water use.
Figure 8.15 illustrates low voltage DC solar powered pump systems using a submersible pump
in a well and a rotary vane type pump from a spring box. A tracking type solar panel allows
greater power gain throughout the day. These are simple systems without batteries or
converters.
Figure 8.16 illustrates a pump jack system. This works in deeper wells and is ideal for replacing
windmill systems. The pump will pump water even under low light conditions, although pumping
will be slower.
There are several different types of pump systems on the market. Each has particular
advantages. Design must be done in close coordination with pump and solar panel suppliers.

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Figure 8.15
TYPICAL SOLAR SUBMERSIBLE PUMP GRAVITY SYSTEM

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Figure 8.16
Solar Powered Pump Jack

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8.3.8 Internal Combustion Engine Powered Pumps

Internal combustion engines can be used to operate stockwater pumps. These engines are
sometimes started with a float operated automatic starter and shutoff switches. They frequently
use propane as a fuel.
Engine operated systems require frequent monitoring. A large water storage tank should be
part of the system to supplement times when the system fails or is not started on time.
There are various ways that such a system can be set up. They include:
1. An engine operated pump jack operated by gas or propane motor. Water is pumped into a
large storage tank. The motor is started by hand. It can be shut off with simple grounding
type float switch or when it simply runs out of gas. Sometimes an automatic starting
system is used.

2. An engine operated generator which in turn operates any type of electrically driven pump
system. This type of system either be automatically started and stopped with a float switch
or manually started and shut off by a float actuated switch in the storage tank. Figure 8.17
illustrates what a typical generating system may look like.

This system has the advantage of being able to operate any size or pressure rated pump,
depending on the size of the generating system.

Figure 8.17
PROPANE POWERED, AUTOMATIC GENERATOR FOR PUMP

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8.3.9 Hydraulic Rams

A hydraulic ram works on the principal of using large flow volume at low head to pump smaller
volumes of flow to a higher elevation.
Figure 8.18 illustrates this type of system. A poppet valve in the ram opens allowing water to
flow. As the water gains velocity in the supply pipe, it causes the popet to slam shut. This
sudden closure causes a surge pressure which forces the water through the pump check valve.
The surge pressure runs into the back pressure in the output line. Part of the water flow is
forced into the air chamber, compressing the air and causing the flow to lose most of its energy.
As peak pressure subsides, the compressed air in the air chamber pushes downward on the
column of water, closes the check valve and pushes some water up the delivery pipe. This
process repeats itself about once a second.
A shock wave (water hammer) moves back up the supply pipe. The pipe pressure rating should
be adequate to withstand this repeated shock. A stand pipe is frequently installed at a location
in the supply line that "tunes" the system shock wave. This stand pipe should be about 4 to 5
times the supply pipe fall away from the ram.
Ram manufacturer recommendations should be used to size the ram and design the system.

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Figure 8.18
TYPICAL HYDRAULIC RAM INSTALLATION

Figure 8.19
SMALL PLASTIC HYDRAULIC RAM

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Figure 8.20
LARGE STEEL HYDRAULIC RAMS

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8.3.10 Constant Pressure Submersible Pumps

Constant pressure submersible pumps utilize a variable speed motor, pressure transducer and
programmable controller to maintain a desired pressure within the pipeline. This pumping
system varies significantly from a constant speed pump (conventional submersible pump).
A constant speed pump is controlled by either a manual or automatic switch. The automatic
switches are usually timed or pressure switches. When the switch is turned on, the constant
speed pump starts turning at full speed until the pump is turned off. Typical operating speeds
are usually 1800 rpm or 3600 rpm. This rapid startup can be damaging to the constant speed
pumps. Because of this, the switch system is typically designed to minimize the frequency of
startups.
With a constant pressure pump, the pressure transducer senses the pipeline pressure. The
programmable controller determines if the measured pressure matches the design pressure for
the pipeline and sends appropriate control signals to the variable speed motor. The variable
speed motor then increases or decreases its speed resulting in an increase or decrease in
pipeline pressure. Constant pressure pumps operate similar to the cruise control on a car.
An example of how this is applied can be easily demonstrated in an example: A constant
pressure pump for a livestock pipeline was designed to operate at 40 psi. In static condition,
the tanks are full, the pump is off and the pipeline is maintained at 40 psi. When livestock
demand lowers the water level in the tank, the float valve opens and allows the pipeline to fill the
tank. Shortly after that, the programmable controller senses that the pipeline pressure drops
below 40 psi and starts the pump motor at a low speed, typically 200 rpm. The speed of the
motor is then gradually increased, up to 10,000 rpm, until the controller determines that the
pipeline pressure rises above 40 psi. The controller then decreases motor speed until the
pipeline pressure returns to 40 psi.
Constant pressure pumps may utilize a small pressure tank to act as a pressure buffer. These
tanks do not utilize a bladder or switch to maintain pressure; they simply provide a reservoir to
help buffer small pressure changes within the pipeline. These tanks should be sized according
to manufactures recommendations.
The benefits of constant pressure pumps include not only constant pressure, but also soft start-
up (cycling is not damaging to the pump motor) and a smaller pressure tank requirement.
The controllers on most constant pressure pumps are typically user adjustable. As a safety
precaution, the designer should calculate required pipeline strength at maximum controller
pressure should the user inadvertently increase the pressure above design pressure.

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8.4 PRESSURE TANKS

Pneumatic pressure tank operation is based on the fact that air can be compressed but water
cannot. The pressure required to force water from the tank through the pipeline to stock tanks
is obtained by incorporating air in the tank and by the pump forcing water against the air pocket.
The air is forced to occupy less and less space and so exerts more and more pressure on
incoming water.
This air cushion acts like a large spring maintaining a constant pressure on the water in the tank
which is conducted throughout the entire system. When a hydrant or float valve is opened, air
expands to replace the water which is forced through the pipes by air pressure. When the pump
starts and forces additional water into the tank, air is compressed at a higher pressure and
occupies less space.
There are two types of pressure tanks, the plain tank and the diaphragm-type tank. Operation
of both tanks is the same. The difference is that water and air are separated by a diaphragm in
a diaphragm-type tank. The diaphragm prevents loss of air during operation. Figure 8.21
illustrates how a pressure tank works. Net effective storage of the tank is equal to the water
volume that is stored between cut-in pressure and cut-out pressure.

Figure 8.21
HOW A PRESSURE TANK WORKS

Cut-in pressure is that pressure at which the pump is automatically turned on. Cut-out is the
pressure at which the pump is turned off.
Tanks operating with a cut-out pressure of less than 80 psi usually have a 20 psi pressure
spread between cut-in and cut-out. Tanks operating at pressures higher than that usually
operate with a pressure spread of 30 psi. At pressures above 120 psi, it sometimes may be
advantageous to operate with a pressure spread greater than 30 psi. See Tables 8.3 through
8.12 for tank sizes based on flow rate and pressure spread between cut-in and cut-out.

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More than one tank may be installed in a system to meet pressure tank capacity requirements.
Figure 8.22 illustrates how this is done.

Figure 8.22
MULTIPLE PRESSURE TANK INSTALLATION

8.4.1 Plain Pressure Tank

In a plain pressure tank, air can be lost over time. This loss is due to absorption into the water
or, if pressure in the system falls below a certain point, air can escape into the pipeline.
Figure 8.23 illustrates the water level in a standard vertical tank at various pressures, percent of
height, and gallons of drawdown per cycle. To determine the drawdown per cycle at a given
pressure switch setting, refer to the left side of Figure 8.23. With a pressure setting of 20/40 psi
and using an 82 gallon tank without pre-charge, the amount of water available is 12.8 gallons. If
the tank is pre-charged, as shown in the right side of Figure 8.23, the amount of available water
will be 25.6 gallons.
There is a valve on the plain tank where compressed air can periodically be used to recharge
the air space. This is usually done with a hand pump or portable compressor. In some
systems, this must be done several times during a season. In larger installations, an automatic
air compressor can be used to keep the tank properly charged.
There is a simple automatic charging valve available which can be used to automatically
recharge the air tank. This valve only works in a jet-type pump installation. It will not work with
a submersible pump. This valve can only be used on low-to-moderate pressure systems.

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Figure 8.23
PLAIN PRESSURE TANK CAPACITY

8.4.2 Diaphragm-Type Tank

A diaphragm tank abolishes the need for tank air maintenance. In fact, properly protected
diaphragm tanks can be buried after they are initially charged with air.
In the diaphragm-type tank, a flexible diaphragm separates air and water. An example of this
type of tank is shown in Figure 8.21. Air cannot be absorbed by water, and air cannot escape.
After an initial charge of compressed air, periodic recharging is not required. This type of tank is
almost universally used on new systems today, and its use is highly recommended.
8.4.3 Tank Pressure Rating
Common pressure tanks are rated for maximum pressures between 72 psi and 110 psi. For this
reason, there are increasing problems with using an automatic pressure system when operating
pressures exceed 110 psi. Larger and higher pressure rated tanks are required at these higher
pressures.
For practical reasons, the design upper limit for cut-out pressure is about 150 psi. For systems
with pressures above this, timer operated, manually operated, or float switch operated systems
should be used.

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It is very dangerous to use a tank at higher than its rated pressure. A tank used beyond its
rating could explode and cause death or serious injury to anyone working near the tank. For
that reason a pressure tank should never be used beyond its rated pressure.
Sometimes owners want to use "used" tanks such as old propane tanks as water pressure
tanks. These tanks are not designed for water use since they will soon corrode and weaken.
Pressure tanks not manufactured for water containment should not be used.
Special pressure tanks are available with ratings beyond 110 psi. These are expensive and
must be properly sized.
In any automatic high pressure system, additional efficient storage can be added by installing
multiple diaphragm-type pressure tanks out on the pipeline where pressures are relatively low.
These tanks are usually the buried-type. In such a system, it is desirable to have a primary high
pressure tank located at the well. This tank takes the initial surge of flow and allows flow and
pressures to equalize in the pipeline.
It also may be effective to install a flow regulating valve just up stream of the pressure switch to
control initial flow rate. Without control of surge flow at the pump, frequent pump cycling can
occur due to pressure surges actuating the pressure switch. This can quickly destroy the pump
and/or pipeline.

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Table 8.3
DIAPHRAGM PRESSURE TANK SIZE SELECTION
MINIMUM RECOMMENDED TOTAL STORAGE TANK SIZE (gallons)
Flow = 5 gpm, Minimum Pump Running Time = 1.5 minutes
Pump
CUT- Pump CUT-IN Pressure (PSIG)
OUT
Pressure 20 30 40 50 60 70 80 90 100 110 120 130 140
(PSIG)
30 33
40 20 41
50 16 24 48
60 14 19 28 56
70 13 16 21 32 64
80 12 14 18 24 36 71
90 11 13 16 20 26 39 78
100 11 12 14 17 22 29 43 86
110 10 12 13 16 19 23 31 47 94
120 10 11 13 14 17 20 25 34 50 107
130 10 11 12 14 15 18 22 27 36 54 109
140 10 11 12 13 15 17 19 23 29 39 58 117
150 10 10 11 12 14 15 18 21 25 31 41 62 125

Table 8.4
DIAPHRAGM PRESSURE TANK SIZE SELECTION
MINIMUM RECOMMENDED TOTAL STORAGE TANK SIZE (gallons)
Flow = 10 gpm, Minimum Pump Running Time = 1.5 minutes
Pump
CUT- Pump CUT-IN Pressure (PSIG)
OUT
Pressure 20 30 40 50 60 70 80 90 100 110 120 130 140
(PSIG)
30 67
40 41 82
50 32 49 97
60 28 37 56 112
70 25 32 42 64 127
80 24 28 36 47 71 142
90 22 26 31 39 52 79 156
100 21 25 29 34 43 57 86 172
110 21 23 27 31 37 47 62 94 188
120 20 22 25 29 34 40 51 67 101 214
130 20 22 24 27 31 36 43 54 72 109 217
140 19 21 23 26 29 33 39 46 58 77 116 234
150 19 21 22 25 27 31 35 41 49 62 82 124 250

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Table 8.5
DIAPHRAGM PRESSURE TANK SIZE SELECTION
MINIMUM RECOMMENDED TOTAL STORAGE TANK SIZE (gallons)
Flow = 15 gpm, Minimum Pump Running Time = 1.5 minutes
Pump
CUT- Pump CUT-IN Pressure (PSIG)
OUT
Pressure 20 30 40 50 60 70 80 90 100 110 120 130 140
(PSIG)
30 100
40 61 123
50 48 73 145
60 42 56 84 168
70 38 48 64 95 191
80 35 43 53 71 107 212
90 34 39 47 59 78 118 234
100 32 37 43 52 65 86 129 259
110 31 35 40 47 56 70 93 141 281
120 30 34 38 43 50 61 76 101 151 321
130 30 33 36 41 46 54 65 81 108 163 326
140 29 32 35 39 44 50 58 69 87 116 174 352
150 29 31 34 37 41 46 53 62 74 93 124 186 375

Table 8.6
DIAPHRAGM PRESSURE TANK SIZE SELECTION
MINIMUM RECOMMENDED TOTAL STORAGE TANK SIZE (gallons)
Flow = 20 gpm, Minimum Pump Running Time = 1.5 minutes
Pump
CUT- Pump CUT-IN Pressure (PSIG)
OUT
Pressure 20 30 40 50 60 70 80 90 100 110 120 130 140
(PSIG)
30 134
40 82 164
50 65 97 194
60 56 75 112 224
70 51 64 85 127 254
80 47 57 71 95 142 283
90 45 52 63 79 105 157 313
100 43 49 57 69 86 115 172 345
110 41 47 53 62 75 93 124 188 375
120 40 45 51 58 67 81 101 135 201 429
130 39 43 48 54 62 72 87 108 144 217 435
140 39 42 46 52 58 66 77 93 116 155 233 469
150 38 41 45 49 55 62 70 82 98 123 165 248 500

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Table 8.7
DIAPHRAGM PRESSURE TANK SIZE SELECTION
MINIMUM RECOMMENDED TOTAL STORAGE TANK SIZE (gallons)
Flow = 25 gpm, Minimum Pump Running Time = 1.5 minutes
Pump
CUT- Pump CUT-IN Pressure (PSIG)
OUT
Pressure 20 30 40 50 60 70 80 90 100 110 120 130 140
(PSIG)
30 167
40 102 205
50 81 121 242
60 70 93 140 280
70 64 79 106 159 318
80 59 71 89 118 178 354
90 56 65 78 98 131 196 391
100 54 61 72 86 108 144 216 431
110 52 58 67 78 94 117 156 234 469
120 51 56 63 72 84 101 126 168 252 536
130 49 54 60 68 77 90 108 135 180 272 543
140 48 53 58 64 73 83 97 116 145 193 291 586
150 48 51 56 62 69 77 88 103 123 154 206 310 625

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Table 8.8
PLAIN PRESSURE TANK SIZE SELECTION
MINIMUM RECOMMENDED TOTAL STORAGE TANK SIZE (gallons)
(Based on 3,000 ft. elevation above sea level)
WITHOUT AIR VALVE

Flow = 5 gpm, Minimum Pump Running Time = 1.5 minutes

Pump
CUT-OUT Pump CUT-IN Pressure (PSIG)
Pressure
(PSIG) 20 30 40 50 60 70 80 90 100
30 136
40 83 216
50 66 127 308
60 57 97 177 417
70 51 82 133 235 539
80 48 74 113 177 308 719
90 45 68 100 147 227 392 862
100 43 64 90 128 185 281 462 995
110 42 61 85 117 162 231 340 562 1294
120 40 58 78 105 141 190 259 370 588
130 39 56 75 99 129 170 223 301 431
140 39 54 73 95 123 160 205 270 370

NOTES:

(1) If an automatic air charge valve is used, tank size may be reduced by 50%.

(2) Increase tank size by 5% for each 1,000 feet elevation above 3,000 feet elevation.

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Table 8.9
PLAIN PRESSURE TANK SIZE SELECTION
MINIMUM RECOMMENDED TOTAL STORAGE TANK SIZE (gallons)
(Based on 3,000 ft. elevation above sea level)
WITHOUT AIR VALVE

Flow = 10 gpm, Minimum Pump Running Time = 1.5 minutes

Pump
CUT-OUT Pump CUT-IN Pressure (PSIG)
Pressure
(PSIG) 20 30 40 50 60 70 80 90 100
30 272
40 167 431
50 131 254 616
60 113 195 354 835
70 103 165 267 470 1078
80 96 148 225 354 616 1437
90 91 136 199 294 454 784 1725
100 87 127 181 256 370 562 924 1990
110 84 121 169 233 323 462 681 1125 2587
120 81 115 157 210 281 381 517 739 1176
130 79 111 150 198 259 340 446 602 862
140 78 109 145 190 246 319 411 539 739

NOTES:

(1) If an automatic air charge valve is used, tank size may be reduced by 50%.

(2) Increase tank size by 5% for each 1,000 feet elevation above 3,000 feet elevation.

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Table 8.10
PLAIN PRESSURE TANK SIZE SELECTION
MINIMUM RECOMMENDED TOTAL STORAGE TANK SIZE (gallons)
(Based on 3,000 ft. elevation above sea level)
WITHOUT AIR VALVE

Flow = 15 gpm, Minimum Pump Running Time = 1.5 minutes

Pump
CUT-OUT Pump CUT-IN Pressure (PSIG)
Pressure
(PSIG) 20 30 40 50 60 70 80 90 100
30 409
40 250 647
50 197 381 924
60 170 292 532 1252
70 154 247 400 706 1617
80 144 222 338 532 924 2156
90 136 204 299 441 681 1176 2587
100 130 191 271 384 554 844 1386 2986
110 126 182 254 350 485 693 1021 1687 3881
120 121 173 235 316 422 571 776 1109 1764
130 118 167 224 296 388 511 669 903 1294
140 117 163 218 285 370 479 616 809 1109

NOTES:

(1) If an automatic air charge valve is used, tank size may be reduced by 50%.

(2) Increase tank size by 5% for each 1,000 feet elevation above 3,000 feet elevation.

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Table 8.11
PLAIN PRESSURE TANK SIZE SELECTION
MINIMUM RECOMMENDED TOTAL STORAGE TANK SIZE (gallons)
(Based on 3,000 ft. elevation above sea level)
WITHOUT AIR VALVE

Flow = 20 gpm, Minimum Pump Running Time = 1.5 minutes

Pump
CUT-OUT Pump CUT-IN Pressure (PSIG)
Pressure
(PSIG) 20 30 40 50 60 70 80 90 100
30 545
40 334 863
50 263 507 1232
60 227 389 709 1669
70 205 330 534 941 2156
80 192 296 450 709 1232 2875
90 182 272 398 588 908 1568 3450
100 174 255 362 512 739 1125 1848 3981
110 168 243 338 466 647 924 1362 2250 5175
120 162 230 314 421 563 761 1035 1479 2352
130 158 222 299 395 518 681 892 1203 1725
140 155 217 291 381 493 639 821 1078 1479

NOTES:

(1) If an automatic air charge valve is used, tank size may be reduced by 50%.

(2) Increase tank size by 5% for each 1,000 feet elevation above 3,000 feet elevation.

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Table 8.12
PLAIN PRESSURE TANK SIZE SELECTION
MINIMUM RECOMMENDED TOTAL STORAGE TANK SIZE (gallons)

(Based on 3,000 ft. elevation above sea level)

WITHOUT AIR VALVE

Flow = 25 gpm, Minimum Pump Running Time = 1.5 minutes

Pump
CUT-OUT Pump CUT-IN Pressure (PSIG)
Pressure
(PSIG) 20 30 40 50 60 70 80 90 100
30 681
40 417 1078
50 328 634 1540
60 284 486 886 2087
70 257 412 667 1176 2695
80 240 370 563 886 1540 3594
90 227 340 498 735 1135 1960 4312
100 217 319 452 640 924 1406 2310 4976
110 210 304 423 583 809 1155 1702 2812 6469
120 202 288 392 526 703 951 1294 1848 2940
130 197 278 374 494 647 851 1115 1504 2156
140 194 272 363 476 616 799 1027 1348 1848

NOTES:

(1) If an automatic air charge valve is used, tank size may be reduced by 50%.

(2) Increase tank size by 5% for each 1,000 feet elevation above 3,000 feet elevation.

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8.5 PRESSURE SWITCHES

8.5.1 Switch Characteristics
Pressure switches are designed for certain pressure ranges and electric voltage and amperage
services. For most low pressure systems, the switch pressure settings are pre-set at the
factory. For higher pressure switches, the threshold cut-in and cut-out pressures can usually be
adjusted.
The pressure range which should be used to set cut-in and cut-out pressure depends on the
operating pressure of the system. Since air is compressed into a very small volume at high
pressures, a greater pressure difference is required to store a given volume of.
Tables 8.3 through 8.12 provide recommended cut-in and cut-out pressures for various pump
flow rates and tank capacities. The time that a pump should stay on depends on motor
characteristics. Too short a cycling time can over heat the motor and shorten the life of the
motor and pump. The increased number of pressure surges caused by rapid cycling also
accelerates deterioration of pipe, valves and fittings.
Tables 8.3 through 8.12 are based on time between pump cycles of 1-1/2 minutes. This is
typically a conservative minimum time as recommended by pump motor manufacturers. The
tank volumes can be corrected to other run times by using the following equation:

Run time (minutes) x Table volume

Corrected tank volume =
1.5

8.5.2 Pressure Gauges

An accurate pressure gauge is a very important accessory for a pressure pipeline. With a good
pressure gauge, problems such as leaks, pump wear and pressure surges can be identified.

Frequently, low cost pressure gauges are used. They last a very short time in the damp
atmosphere of most pump enclosures. For a nominal fee, a good liquid filled gauge with a
stainless steel case can be obtained and is highly recommended.

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8.6 ELECTRICAL PUMP CONTROL EQUIPMENT

8.6.1 Automatic Water Level Control
A float switch which directly controls a pump is illustrated in Figure 8.24.
In addition to controlling the filling of a single tank, these types of switches can be used to fill a
tank from which a gravity pipeline system is fed.

Figure 8.24
FLOAT SWITCH PUMP CONTROL

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A mechanism to control a pump based on water levels in both the well and tank is shown in
Figure 8.25. This should be used where water level in the well must control the pump.

Figure 8.25
SWITCH CONTROL OF
WATER LEVEL IN STORAGE TANK AND IN WELL

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8.6.2 Remote Control Pump Float Switch

A float switch at a remote storage tank is connected to a pump relay switch via low voltage
telephone line or signal wires. The wires may be underground or aboveground. Used
telephone wires might be used aboveground. Figure 3.5 illustrates this type of system. This is
the most preferred type of system for very high pressure pipelines. The storage tank is located
at the highest point in the system.
Figure 8.26 illustrates typical switching equipment for a remote tank. Figure 8.27 shows various
kinds of float switches that might be used in the storage tank.
A mercury float level control on a cable is a simple and reliable mechanism. The pumping
differential is controlled by the length of free cable.

Figure 8.26
REMOTE TANK FLOAT OPERATED SWITCHING EQUIPMENT

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Figure 8.27
WATER LEVEL CONTROL SWITCHES

MERCURY FLOAT LEVEL CONTROL

MECHANICAL FLOAT SWITCH

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8.7 STOCKWATER TANKS

Stockwater tanks come in an almost infinite number of shapes and sizes and are made from
many different materials. Almost anything which is accessible by and animal and will hold water
has been used.
It takes careful consideration to design a stock tank that will serve its function, be cost effective,
and last for a reasonable length of time. A stock tank must withstand a very hostile
environment. Water used by livestock is often corrosive; ice and frost heave tend to damage
tanks and foundations; animals enter tanks and rub up against them; people shoot at them; and
animals tromp away the soil around a tank. All of these factors working together can make a
tank short lived if proper precautions are not taken.
8.7.1 Tank Materials
Materials should be chosen not only for economic reasons, but to resist attack by the particular
environmental hazards predominating at the site.
Concrete Tanks

Concrete is one of the most durable materials that can be used to build stock tanks. To be
durable though, concrete must be made and placed properly. The two environmental factors
that will rapidly deteriorate concrete are freeze thaw action and sulfates in the water.
High sulfate concentrations are present in many waters used for stock-watering in the west. It is
important to become aware of this if you are working in an area where sulfate is a problem.
Since stock tanks are often used during freezing weather, they are in an ideal environment for
damage due to freezing and thawing. Pores in the concrete fill with water, freeze, and as a
result the concrete will spall.
There are practical things that should be done to make quality concrete that will resist these
elements:
1. Use a low water cement ratio. Use the minimum amount of water in the concrete that is
possible consistent with being able to place the concrete. Use a minimum of 6 bags of
cement per cubic yard of concrete.

2. Place the concrete within 1-1/2 hours after adding water to the cement. This is sometimes
a challenge when using readymix concrete at remote sites. If travel time between batch
plant and the site is a problem, add the cement and water at the site. Adding water to
make concrete placeable after it has been in the truck too long is a leading cause of poor
concrete.

3. Use air entrained concrete with air content within NRCS specification range. Air
entrainment can be obtained by using cement with built-in air entrainment additives or by
adding admixtures at the concrete batch plant. Cement with air additives built-in is cement
type IIA.

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Foundation frost heave can also be a problem, particularly if the foundation is wet when the
ground freezes. The solution is to build the tank so there will be good drainage away from the
tank, provide proper overflow drains for the tanks, and provide a well drained base material
under the tank.
Figure 8.28 illustrates a typical concrete tank. Figure 8.29 details a concrete trough. Figure
8.30 illustrates a tank made out of a section of large diameter concrete pipe. Figure 8.31 shows
plans for a concrete frost free tank.
These tanks all require some skill to construct. If multiple copies of the same tank are to be
constructed, costs can be reduced and quality increased by constructing reusable concrete
forms.

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Figure 8.28
CONCRETE TANK

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Figure 8.29
CONCRETE TROUGH

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Figure 8.30
TANK MADE FROM CONCRETE PIPE

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Figure 8.31
FROST PROOF CONCRETE TANK

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Fiberglass Tanks

Many stock tanks are now made out of fiberglass. Fiberglass is very resistant to deterioration
by chemical attack. It is also light and easy to install. It is however, subject to mechanical
damage.
Since fiberglass is so light, wind and animals can easily move it out of place. If a large animal
gets into a fiberglass tank, the tank bottom can be damaged and it might be difficult for the
animal to escape.
For these reasons, it is important to provide anchors and protective rails when installing a
fiberglass tank.
Thickness of fiberglass will determine how resistant the tank is to mechanical damage.
Thickness should be at least the minimum specified in NRCS specifications. It is possible to
repair damaged fiberglass, which is one advantage of using this material.
Tanks size is limited to what can be transported to the site. Sometimes this limitation is
overcome by combining tanks built-up from two or more component parts. Several tanks can
also be placed together in series to provide the required storage.
Plastic Tanks

Some tanks and troughs are now being made out of high strength plastics without fiberglass
reinforcement. The science of plastics is very complex, and it is difficult to know what the life
will be of any given plastic formulation and tank configuration. Only brands and configurations
which have received NRCS State Conservation Engineer approval should be considered.

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Figure 8.32
FROST FREE FIBERGLASS TANK

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Galvanized Steel Tanks

There are generally two kinds of galvanized steel tanks: (1) Those assembled at the site from
standard corrugated or formed steel segments and (2) Completely self contained manufactured
tanks.
1) Stock tanks made from corrugated steel segments

Large diameter stock tanks are made up of curved corrugated galvanized steel sheets,
which are bolted together. Mastic is used in the joints to provide water tightness. The steel
and galvanizing are usually heavy. The bottom of the tank can be made of reinforced
concrete, bentonite, heavy plastic liner, or rubber sheeting material. This type of tank will
usually last a long time if properly installed and cared for.

2) Manufactured steel stock tanks

The thickness of steel and galvanizing vary widely in manufactured steel tanks. The tanks
are frequently small and made of light gauge steel with minimum galvanizing. As with
fiberglass tanks, these must be properly anchored and protected from livestock. Do not
use these tanks in locations where water or soil is corrosive to steel.

Figure 8.33 details a tank made from corrugated steel plate segments. Figure 8.34 illustrates
typical manufactured steel tanks.
Rubber Tire Tanks

Rubber tire tanks are manufactured from used heavy earth-moving or construction equipment
tires. The sidewall of the tire is cut away on the topside to allow drinking access. The opening
on the lower side of the tire is sealed with concrete, plastic or steel plate.
Rubber tire tanks have proven to be durable, relatively inexpensive, and capable of being used
with a variety of water sources. They are relatively easy to install, generally inexpensive, and
very durable. They are however heavy and difficult to handle during installation. There size
may limit water storage for larger herds.
The volume of a rubber tire tank should be calculated using NE200-10-002 Rubber Tire Water
Tank, Tank Gallon Calculator. Figure 8.35 illustrates rubber tire tank installation.

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Figure 8.33
TANK MADE FROM CORRUGATED STEEL SEGMENTS

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Figure 8.34
MANUFACTURED STEEL TANK

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Figure 8.35
RUBBER TIRE TANK INSTALLATION METHODS

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8.7.2 Water Inlet Protection

Water inlets must be protected from mechanical damage by animals and from freezing. One
way to do this is to install the inlet under the water at the bottom of the tank. Float valves can
be installed below water level with the float floating at the water surface on a chain. Water level
valves are also available which are controlled by water depth induced pressure.
Combination float valves and thermostatically controlled valves are available which will open in
the event that temperature of the water gets down to just above freezing. These are installed at
the bottom of the tank. The valve opens to provide a constant flow during periods of freezing
weather. It is very important to have an adequate overflow system when this type of valve is
installed.
Figures 8.36 through 8.38 illustrate commonly used systems of tank and inlet protection.

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Figure 8.36
TYPICAL TANK LAYOUT PLANS

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Figure 8.37
TANK DETAILS

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Figure 8.38
LAYOUT USING SUBMERGED FLOAT VALVE

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8.7.3 Protection Around Tanks

Livestock can wear the ground down around a tank very rapidly, particularly under wet
conditions. If the ground is not naturally gravelly, a gravel or concrete base should be installed
around the base of the tank. Figures 8.36 through 8.38 show examples of good tank bases.
8.7.4 Tank Overflows
Tank overflows are required when there is no control on the amount of water coming into the
tank. They are also highly recommended even when a float valve is used to control flow into the
tank. Float valves occasionally do not close properly and an overflow is insurance against
damage caused by overflow.
The purpose of an overflow is to carry excess water away to prevent excessively wet conditions
around the tank. The overflow should be extended to a location where it will not cause a
problem.
The inlet to the overflow should be constructed at the elevation of desired water level in the
tank. The entrance should be designed to prevent clogging by floating debris, scum and ice.
Figure 8.39 illustrates some commonly used overflow inlet systems.
The outlet end of the drain pipe should be protected from being damaged by livestock or
vehicular traffic. Figure 8.37 shows one way that this can be accomplished.

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Figure 8.39
OVERFLOWS

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8.7.5 Inlet to Pipeline from Tank

When an inlet to a continuing pipeline is located in a tank, some form of inlet screen should be
installed. Figure 8.40 illustrates two types of inlet designs.

Figure 8.40
PIPELINE TANK INLET

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8.8 STORAGE TANKS

A large storage tank is sometimes used at the highest point in the pipeline as a reservoir to
store water for distribution in a gravity pipeline. Another frequent use is for large volume
storage for output from springs, windmills, solar pumps, and engine powered pumps.
Used railroad tanker cars, used underground fuel storage tanks, and other used tanks are
sometimes used as storage tanks. These can be a bargain, but they must be thoroughly
cleaned and properly treated before they can be used. Leaded gasoline and various chemicals
may not be adequately cleaned out by steam cleaning. State health regulations must be
followed when using such tanks.
If a used tank is not coated on the inside, it will have a limited life depending on the tanks
condition and corrosiveness of the water.
The site must be accessible to be able to transport a large tank to the site.
Large diameter steel stock tanks are sometimes used. They have the advantage as being
usable as stock tanks as well as for storage. The disadvantage is that they are open at the top
and can collect debris, and there may be considerable water loss due to evaporation.
Evaporation from large open tanks can be controlled by covering the tank with a floating cover.
Floating covers constructed from low-density, closed cell (EPDM) synthetic rubber have proved
to work well. The strips of foam are ¼ inch thick and are glued together with contact cement.
Half-inch in diameter bail holes are drilled in the foam to allow rainfall to drain from the surface.
Pits lined with commercial plastic lining material can be used. These must be fenced out to
prevent animals from damaging the pit. Floating plastic covers held up by floats under the
plastic can be used to seal them.
Figure 8.41 depicts a commercial corrugated steel tank. This tank is similar to a grain bin
except it is designed to hold water. It has the advantage of being transportable to remote sites
in pieces.
Figure 8.42 illustrates typical plans for a tank fabricated from sheet steel. The inside should be
epoxy coated. The outside would be coated with coal tar material or epoxy. Cathodic
protection may be needed depending on the corrosivity of the soil.
Figure 8.43 illustrates a large steel tank constructed out of corrugated structural plates.
Figure 8.44 depicts one type of fiberglass storage tank.
Figure 8.45 illustrates a storage bag-type installation. A large rubberized fabric or plastic water
storage bag is used for long-term storage. Figure 8.45 depicts such a bag used in conjunction
with a water harvesting catchment system. This type of system can be used in remote areas
where no other source of water is available and where it would be cost prohibitive to construct a
pipeline from another area.

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Figure 8.41
COMMERCIAL STEEL WATER STORAGE TANK

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Figure 8.42
FABRICATED STEEL STORAGE TANK

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Figure 8.43
CONSTRUCTED CORRUGATED STEEL STORAGE TANK

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Figure 8.44
FIBERGLASS STORAGE TANK

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Figure 8.45
WATER HARVESTING SYSTEM USING
RUBBERIZED FABRIC STORAGE BAG

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8.9 PIPELINE DRAINS

Pipeline drains are required at all low spots in pipelines that are subject to freezing. They are
also sometimes installed in frost free pipelines where it is desired to have the ability to drain a
pipeline for maintenance. When it is not possible to drain a pipeline by gravity, a blind drain or
pumpout drain is required. Figure 8.46 illustrates typical drain details.

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Figure 8.46
PIPELINE DRAINS

GRAVITY DRAIN

BLIND DRAIN

PUMPOUT

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STEEL GAUGE TANK SIZE

Gallons Gauge Min. Size (gallons) Diameter Length

to 560 12 550 4’ x 6’
561-1,100 10 1,000 4’ x 11’
1,101-4,000 3/16” 2,000 6’ x 12’
4,001-12,000 1/4” 5,000 8’ x 14’
12,001-20,000 5/16” 6,000 8’ x 16’
8,000 8’ x 21’
10,000 9’ x 21’
12,000 9’ x 25’

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HYDRAULIC DESIGN PROCEDURES

Nebraska Livestock Pipeline Handbook Hydraulic Design Procedures

CHAPTER 9 - HYDRAULIC DESIGN PROCEDURES

TABLE OF CONTENTS

PART 9.1 GENERAL 9-2

PART 9.2 DESIGN PROCEDURES 9-2
PART 9.3 EXAMPLE 1--GRAVITY SYSTEM 9-6
PART 9.4 EXAMPLE 2--TIMER OR MANUALLY OPERATED
PRESSURE SYSTEM 9-10
PART 9.5 EXAMPLE 3--PUMPED AUTOMATIC PRESSURE PIPELINE 9-14
PART 9.6 Example 4--RURAL WATER SUPPLIED (Constant Pressure) 9-20

FIGURES

Figure 9.1 Gravity System HGL Profile 9-9

Figure 9.2 Timer or Manually Operated System HGL Profile 9-12
Figure 9.3 Storage Tank Plumbing 9-13
Figure 9.4 Pumped Automatic Pressure System HGL Profile 9-19
Figure 9.5 Rural Water System HGL Profile 9-25

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CHAPTER 9
HYDRAULIC DESIGN PROCEDURES

9.1 GENERAL
A properly designed livestock pipeline system should balance the energy produced by the
system (pressure & elevation) vs. the energy used in the system (friction, elevation, hydrants,
etc.)
There are two major categories of hydraulic designs associated with stockwater pipelines. They
are:
• Gravity flow pipeline
• Pressure pipeline
Sometimes the system types are combined on one job. For instance, water may be pumped to
a large storage tank at a higher elevation and a gravity pipeline installed to other tanks.
Example No. 1--hydraulic design for a very simple, low head gravity pipeline leading from a
spring.
Example No. 2--an automatic pumped system with pressure tank.
Example No. 3--a timer/manually operated pumped system.
Example No. 4--a rural water supplied system (constant pressure)
Appendix A contains master copies of the worksheets used in these examples. These
worksheets are for your convenience. Use them only if they will aid in the computations.
Computer programs can be used to aid in computations. Appendix B illustrates the use of
currently available programs.

9.2 DESIGN PROCEDURES

1. Determine required water storage volume in pasture(s), which is dependent on livestock
numbers in each pasture. Refer to Nebraska Livestock Pipeline Handbook, NLPH, Table
2.1A, for minimum daily stockwater requirements. Information, such as planned herd type
and size, from the producer is vital to meeting the herds’ needs. Evaporation and spillage
should be accounted for as well, which is commonly considered to be 10% of the total
required storage.
2. Determine tank size(s) needed for the required volume of water. Use NE-ENG-34 found in
Appendix A of this manual or from Nebraska NRCS website. Any dependable
supplemental water (i.e., pond, windmills) can be subtracted from the required volume.
3. Determine minimum system flow rate required to fill tanks for one day volume. This rate is
dependent on the type of grazing system and producers management goals. Use NLPH
Fig. 2.3A or
( gallons / day / head ) × (# head )
Min Discharge Required = × 1.110% spillage
(Recharge Time in Min.)

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Conventional systems should be replenished in 12 hours or less with 6 hours being

recommended. Intensive grazing systems should be replenished in 4 hours or less. The
entire system should meet this minimum requirement.
4. Survey pipeline with an acceptable method as discussed in Chapter 4. Each method has
inherent accuracy concerns, which must be understood and addressed, typically by
applying a factor of safety. Note: Gravity pipelines are to be surveyed with an engineering
instrument. If possible, the survey should be done with producer present to determine well
and tank locations, as well as optimum pipe route. The survey must be detailed enough to
adequately depict the terrain of the selected route. The route should be clearly flagged or
marked for contractor to follow. If significant changes are made to the alignment of the
pipeline during construction, a post construction survey should be completed after the
installation and saved in file folder in the event of land ownership change or future
expansion.
5. Draw the ground profile of pipeline route. The profile should be scaled, both vertically and
horizontally, in units that are easily understood and legible. Hand drawings, the use of a
computer aided drafting program, or other methods are acceptable.
6. Determine energy required for the low (pump on) pressure setting for the most critical tank.
Typically, the farthest tank from the water source is the most critical. However, in some
instances, a higher elevation along the pipeline route may be the critical point; a check
should be performed to determine this.
To determine the energy available, one must know the available water pressure head, type
of planned pipe(s), type of planned hydrant/float, and planned tank locations. Due to the
varying factors, many design considerations may be required to meet the minimum required
flow rate.
Compute friction loss or use tables (NLPH Tables 5.2-5.15, pages 5-8 through 5-21), with
gallons required, pipe size and strength to determine pipe friction loss. Use hydrant flow
versus pressure table, Table 1 or Figure 2 in Appendix A to determine hydrant flow due to
pressure available from the pipeline. A properly designed pipeline will balance flow and
pressure for pipeline and hydrants.
Minor losses in livestock pipelines are usually negligible in comparison to pipe friction loss
and are not considered in this chapter. Refer to Chapter 3, Hydraulics, Part 650, for
computing minor losses.
7. Draw the Hydraulic Grade Line (HGL) for the low pressure setting. If the low pressure HGL
intersects the ground profile (with an applied factor of safety) line prior to the critical tank,
the water delivered will be less than the amount of water required. In this case, the
pressure setting on the well can be increased, a larger pipe size can be used to reduce
friction loss; or both.
8. Determine energy available for high (pump off) setting for the most critical tank. The high
setting is for pipeline systems that use a pressure tank. The pressure tank is designed to
maintain a range of pressure on the system. When the low pressure (turn on) setting is met
at the pressure tank, the pump is turned on to pressurize the tank and add water to the
system. When the high pressure (turn off) setting is reached, the pump shuts off. In a
gravity system, constant pressure or timer system, this high/low switch is not present and
should be analyzed as only having one pressure at the water source.

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The process for determining the energy available follows the same process as step 6, with
a high pressure head at the water source. Typically a 20-psi differential increase over the
low pressure setting is used for the high switch setting.
9. Draw HGL for high pressure setting. When plotted, the high pressure HGL will be steeper
in slope than the low pressure HGL. This is due to the fact that under higher pressure, the
hydrant and pipeline can flow more water with higher friction loss.
10. Draw a horizontal line from the beginning station of high pressure setting to the station of
the last tank. This is known as the static water head. When a system is fully pressurized &
the pipeline is not flowing, the pressure of the system is equal to the head developed by the
static water head relative to any particular point on the pipeline.
11. Determine the pipe strength required from water hammer/surge effects on the pipeline. The
most conservative determination of water hammer/surge is found by adding the maximum
static pressure head on the system and the maximum surge at any point on the system.
The maximum pressure surge is usually greatest at the first hydrant due to this location
resulting in the steepest HGL.
Determine the high pressure setting flow rate at the first hydrant by balancing the hydrant
and pipeline flow. By finding this rate, the water velocity can be determined by V=Q/A with
A being the cross sectional area of the pipe and Q being the flow rate. Table 2 Appendix A,
provides a surge factor multiplier for various pipe types and sizes. Refer to Ch. 6 for
explanation in determining surge factor. By multiplying the surge factor by the velocity, the
surge pressure can be determined.
Determine the maximum static pressure at the lowest elevation on the pipeline. This is
found by subtracting the lowest point on the pipe profile from the static water head.
The minimum pipe strength required is found by adding the maximum static pressure and
the maximum surge pressure.
12. Minimum pressure tank size recommended. A well pump should never run for less than 1
½ minutes at a time. Constant short duration cycling of the pump will greatly reduce the life
of the pump. For this reason, a pressure tank or storage tank should be adequately sized
for the pump’s flow rate and pressure.
As the pressure tank releases water to the pipeline, the water level in the tank decreases.
This decrease in the water level causes the pressure to decrease until the pump turns. The
well then recharges the tank with water until the high pressure setting is reached and turns
the pump off.
Refer to NLPH Tables 8.3-8.12, pages 8-29 thru 8-36, for the minimum recommended
diaphragm pressure tank size based on the pipeline flow rate or use:
Q avg ⋅ t
V tan k =
⎛ P + 14.7 ⎞
1 − ⎜⎜ low ⎟⎟
⎝ PHi + 14.7 ⎠
V tan k − min. volume of tank required (gallons)
Q avg − average pump flow rate at Plow and Phigh ( gpm)
Plow , PHi − Hi and Low Pressure tank settings (psi)
t − minutes (1.5 recommended )

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13. Determine where air release/relief valves are required. A combination valve (COMB) or
three-way air vent should be installed at the first summit in the pipeline after the pump. If
the pipeline goes downhill from the well, it would be advisable to locate the COMB valve
right after the pressure tank (within 10’). See Chapter 7 for additional air relief valve
guidance.
14. Pressure Reducing Valves may need to be installed on pipelines to protect pipe and
appurtenances. These valves reduce the downstream pressure with minimal flow loss.
Computations for pipelines with pressure reducing valves are handled as if the pipeline
beyond the pressure reducer were a lateral. The hydraulic grade line must clear any critical
point.
Refer to Ch. 6 for explanation for determining pressure reducing valve application and
design.
15. Flow Reducing Valves reduce flow in the downstream pipeline. A flow reducing valve can
be installed to reduce pipeline flow.

9.3 EXAMPLE 1: GRAVITY SYSTEM

Figure 9.1 illustrates the profile for a very low head system. The pipeline originates at a spring
box and terminates at a stock tank. An overflow is built into the stock tank. There is not a float
valve at the tank and the entire spring flow goes to the tank. A gate-type valve could be
installed at the spring box to control the flow or shut it off when water is not wanted. A valve at
the tank allows drainage of the pipeline during non-use. The pipeline is buried below the frost
line.
Figure 9.1 is the calculations and profile that were made.
It is important in this installation to install the vent and air valve at the locations shown. If they
were not installed, this system would almost certainly air lock.

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Figure 9.1
GRAVITY SYSYTEM HGL PROFILE

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Figure 9.1
Example 1 Gravity Pipeline
Profile

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9.4 EXAMPLE 2: TIMER OR MANUALLY OPERATED PRESSURE SYSYTEM

With more complex livestock pipeline designs and with elevation differences exceeding 240 feet
along pipeline routes, a timer or manually operated livestock pipeline system should be
considered. When the pressure needed to operate the system exceeds safe levels (+100 psi) in
the pressure tank, a timer or manually operated system should be considered because most
pressure tanks are designed and manufactured to an upper limit of only 100-110 psi. In other
situations, a pressure tank can be located along the pipeline at a higher elevation to reduce the
amount of pressure needed to operate the system. For this type of system, see your CET or
Field Engineer. Pressure tanks can be specifically manufactured for high pressure, but are a
significantly higher cost due to special manufacturing processes and testing procedures.
Therefore, this design example is WITHOUT a pressure tank. The plumbing at the storage tank
is set up so water will flow back into the supply line when the pump is off. Due to gravity section
of pipeline, this route needs to be accurately surveyed with a level or total station.
1. Start with required water needs for livestock. Determine water needs for the maximum
amount of animals to be watered at critical time of the year.
Ex. 20 gal/cow/day x 150 cows = 3000 gal/day.
2. Add 10% extra for spillage and evaporation.
Ex. 3000 gal/day + (0.10 x 3000 gal/day) = 3300 gal/day
3. Determine minimum storage requirements. (2 days Recommend).
Ex. 3300 gal/day x 2 day = 6600 gallon tank
A 24-foot diameter tank with 2 feet of depth has 6768 gallons. Therefore, use a 24 foot
storage tank.
4. Determine the volume needed to refill a one day water supply in timed refills. (1 to 4 refills
per day recommended).
Ex. 3300 gal/3 refills = 1100 gallons/refill
5. Determine pump run-time with a pre-determined pump capacity. Pressure requirements
will be determined later. (Recommend 5-15 gpm pumps.)
Ex. 1100 (gal/refill)/10 (gal/min) = 110 min/refill
6. The pressure head at the well can be calculated by adding the ground elevation at the well
to the pressure needed to overcome the critical point. i.e., well elev. = 100.0
Ex. 100.0 + (120 psi x 2.31 ft/1 psi) = 100.0 + 277.2 = 377.2 ft
7. A single Hydraulic Grade Line (HGL) can be calculated based on the flow required and pipe
size chosen. See Friction. Loss tables NLPH (pages 5-8 thru 5-21).
Ex. Try 1.5” 160 psi PVC & 11 gpm => fric. loss = 0.5339 ft/100ft.
8. Determine the location of the highpoint on the pipeline. This is the location of the water
storage tank. Plot the HGL above this tank. Make sure the HGL is above the storage tank
with some clearance to assure flow. Gravity flow the remainder of the pipeline.
Ex. 1800 ft x 0.5339 ft/100ft = 9.6 ft
377.2 ft – 9.6 ft = 367.6 ft > 350 ft (Elev at high tank)
367.6 ft – 350 ft = 17.6 ft
17.6 ft x 1 psi/2.31 psi = 7.6 psi

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9. Assure that the pressure at the top storage tank can supply the required flow through the
chosen hydrant. See hydrant flow table, Table 1 Appendix A.
Ex. Using a Merrill “Any Flow”, the flow at 8.3 psi = 11.0gpm OK
10. Well/Pump installer will need to match the flow required & pressure needed at the well
location. This information will be supplied by NRCS technicians. A pressure relief valve will
be installed near the well, which will activate if pump continues running and high pressure
builds up above the pressure required to protect the pipeline.
Ex. Set pressure relief valve at 130-140 psi. The pump will need to pump 120 psi @
11 gpm at well location.
11. The pipeline near the well should have a housed area where a check valve is installed after
the pump, then a pressure gauge followed by a pressure relief valve and a gate valve. The
timer mechanism or manually operated switch can be located at this location. All tanks
along the pipeline should have float valve, while the highest tank has a hydrant with an
overflow drain. The overflow drain will allow the highest tank to be filled after the pump
runs for the specified time period. The other tanks can be filled from the highest tank by
gravity flow when the pump is not running. (See STORAGE TANK PLUMBING – FIG. 9.3)
12. The remainder of the gravity pipeline can be designed by calculating the friction loss from
the slope of a line from the elevation of the highest tank to elevation of the last tank. Be
sure air valves are located at high spots along the gravity pipeline.
Ex. (352-202)/7500-1800) = 0.0263 ft/ ft.
13. Flow of the gravity pipeline can be calculated using the rearranged Hazen-Williams formula.
Check with the CET or Field Engineer.
Ex. Q =42.23 di2.63 s0.54,
where Q =flow (gpm),
di = inside diameter (in),
s = slope (ft/ft)
Q= 42.23 x 1.7542.63 x 0.02630.54 = 25.9 gpm
This is the flow to the farthest tank unless the float valve is the limiting control. An HGL can
be plotted to each tank from the storage tank, if there are several tanks along the gravity
line.

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Figure 9.2
TIMER OR MANUALLY OPERATED PRESSURE SYSYTEM HGL PROFILE

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NE Livestock Pipeline Handbook Hydraulic Design Procedures

Figure 9.3
STORAGE TANK PLUMBING

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9.5 EXAMPLE 3: PUMPED AUTOMATIC PRESSURE PIPELINE

It was determined during the planning process that this pipeline will provide water for a herd of
175 cattle. There will be three watering locations. The producer desires 6-hour pumping time,
¾ inch hydrants and 4 days of storage using bottomless tanks. Refer to NLPH, 2.2
Step 1: Determine required water storage volume in pasture. (Refer to NLPH, 2.3;
NE-ENG-34, NE S-614)
Determine herd requirement:
175 hd x 15 gal/day/hd x 4 day = 10,500 gal.
Determine 10% evaporation and spillage volume:
10,500 gal x 10% = 1,050 gal
Calculate storage requirement:
10,500 gal + 1,050 gal = 11,550 gal

Step 2: Determine tank size (Refer to NE-ENG-34)

Required storage per tank:
11,500 gal / 3 tanks = 3,850 gal/tank
Determine minimum tank diameter:
Use trial and error method:
Volume of tank(gal) = Area(ft2) x depth(ft) x 7.48(gal/ft3)
Alternate method, solve above equation for diameter of tank:

Tank Volume
Tank Diameter =
5.87 × Tank depth
3,850
Tank Diameter =
5.87 × 1.75

Tank Diameter =19.9ft ~ 20 ft tank

If using standard drawing, select a diameter with minimum volume required.

Step 3: Determine minimum system flow rate required to fill tanks for one-day volume.
(Refer to NLPH, chapter 2; NE-ENG-35)

Daily requirement ( gal / day / hd ) × Herd size (hd )

Q( gpm) =
pumping time (min)
15 × 175
Q=
360

Q = 7.3 gpm; use Q = 8 gpm

Step 4: Survey Pipeline

Survey Method: differentially corrected GPS.
Horizontal accuracy (average): +/- 5 ft.
Vertical accuracy (SF): twice the horizontal accuracy, +/- 10 ft.

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Step 5: Draw ground profile of pipeline route (See figure 9.4)

Well: Sta. 0+00, Elev. 3980
Closest Hydrant: Sta. 31+56, Elev. 4017
Critical Point: Sta. 77+53, Elev. 4004
Lowest Point: Sta. 60+83, Elev. 3975
Farthest Hydrant: Sta. 92+00, Elev. 3987

Step 6: Determine energy required for low (pump on) setting for the most critical tank.
Energy or head required at the last hydrant for desired flow is determined by adding the
safety factor (SF) to the pressure required at the hydrant to produce desired flow.
Use manufacturer’s data or the following formula to calculate the pressure at the farthest
hydrant required to produce desired flow.
2.99
⎛ Q ⎞
Q = 5.728 × P 0.334 ⇒ H 3 / 4 = ⎜ ⎟ × 2.31
Head (ft) for ¾ in. hydrants: ⎝ 5.73 ⎠
2.99
⎛ 8 ⎞
H3 / 4 = ⎜ ⎟ × 2.31 = 6.3 ft
⎝ 5.73 ⎠
Energy required at furthest hydrant: H¾ + SF = 6.3 ft + 10 ft = 16.3 ft.
Determine friction loss for desired pipe size and flow rate (Refer to NLPH, pages 5-8 thru
5-21 or chapter 3 of the Engineering Field Manual) Pipe Size: 1 ½ in. PVC, SDR 26.
0.2960 ft
Friction loss at 8 gpm = 100 ft
0.2960 ft
× 9200 ft = 27.2 ft
Total Friction loss in pipeline = 100 ft
Determine required energy at well to produce desired flow:
Sum the elevation of the farthest hydrant, the energy required to produce desired flow, and
the total friction loss in the pipeline
3987 ft + 16.3 ft + 27.2 ft = 4030.5 ft
Determine Low (pump on) switch setting by subtracting the well elevation from the total
energy required and convert to psi:
Low switch setting = 4030 .5 ft − 3980 ft
= 21.9 psi
2.31

Select a standard low pressure switch (pump on) setting greater than 21.9 psi. Typical
ranges for pressure switches are as follows: 20-40, 30-50, 40-60, 50-70, 60-80, and 80-100.
For this example, use 30-50 psi pressure switch.
Step 7: Draw Hydraulic Grade Line (HGL) for low-pressure setting.
Calculate elevation of “pump on” setting (30 psi):
Well elevation + pump on setting = 3980 + 30psi x 2.31 = 4049.3
Balance flow in pipeline with hydrant flow:
Calculate the slope of the HGL from “pump on” setting at the well to the energy required at
last hydrant calculated in step 6.

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Trial 1:
Pump on setting: 4049.3
Elevation of farthest hydrant: 3987
Sta. of farthest hydrant: 92+00
Required energy for 8 gpm: 16.3 ft
4049.3 − (3987 + 16.3)
× 100 = 0.50 ft
9200 100 ft

Refer to NLPH, pages 5-8 thru 5-21 or chapter 3 of the Engineering Field Manual to
interpolate flow rate in pipeline for the calculated slope. Flow rate = 10.6 gpm with 0.50 ft per
100 ft of friction loss 10.6 gpm > 8 gpm; Flow does not balance, increase design flow rate at
the last hydrant and repeat the previous calculation.

Trial 2:
Required energy for 10 gpm:
2.99
⎛ 10 ⎞
H3 / 4 = ⎜ ⎟ × 2.31 = 12.2 ft
For a ¾ in. hydrant, ⎝ 5.73 ⎠

Energy required at furthest hydrant: H¾ + SF = 12.2 ft + 10 ft = 22.2 ft.

Calculate the slope of the HGL:

4049 .3 − (3987 + 22.2 )

× 100 = 0.44 ft
9200 100 ft

Refer to NLPH, pages 5-8 thru 5-21 or chapter 3 of the Engineering Field Manual to
determine flow rate in pipeline for the calculated slope. Flow rate = 9.9 gpm with 0.44 ft/100
ft of friction loss 9.9 gpm ~ 10 gpm
Balanced flow at “pump on” setting:
Flow = 10 gpm
Energy required at hydrant = 22.2 ft
Slope of HGL = 0.4475 ft per 100 ft
Draw Low HGL on profile (see figure 9.4)
Check minimum head at critical point, if other than end. The pipeline may not pass the
desired flow if the Low HGL is closer to the ground surface than allowed by the safety factor.
There may be several critical points (intermediate summits) that require checking. To
determine minimum head at critical point inspect Low HGL plotted on profile or calculate as
follows:
Elevation of Low HGL at well: 4049.3
0.4475 ft
Slope of Low HGL: 100 ft

Station of Critical Point: 77+53

Elevation of Critical Point: 4004
0.4475 ft
4049.3 − × 7753 ft = 4014.6
100 ft

Available Safety Factor = 4014.6 – 4004 = 10.6 ft

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Step 8: Determine energy available for high (pump off) setting for the most critical tank.
Calculate elevation of “pump off” setting (50 psi):
Well elevation + pump off setting = 3980 + 50 psi x 2.31 = 4095.5
Balance flow in pipeline with hydrant flow:

Trial 1:
Assume flow rate at “pump off” setting is 5 gpm greater than “pump on” setting.
Pump off flow rate = 10 gpm + 5 gpm = 15 gpm
Use manufacturer’s data or the following formula to calculate the energy at the farthest
hydrant required to produce desired flow.
2.99
⎛ Q ⎞
H 3/ 4 = ⎜ ⎟ × 2.31
Head (ft) for ¾ in. hydrants: ⎝ 5.73 ⎠
2.99
⎛ 15 ⎞
H 3/ 4 = ⎜ ⎟ × 2.31 = 41.0 ft
⎝ 5.73 ⎠

Energy required at furthest hydrant: H¾ + SF = 41.0ft + 10ft = 51.0ft.

Calculate the slope of the HGL from “pump off” setting at the well to the energy required at
last hydrant.
Pump off setting: 4095.5
Elevation of farthest hydrant: 3987
Sta. of farthest hydrant: 92+00
Required energy for 15 gpm: 51.0 ft
4095.5 − (3987 + 51.0 )
× 100 = 0.63 ft
9200 100 ft

Refer to NLPH, pages 5-8 thru 5-21 or chapter 3 of the Engineering Field Manual to
interpolate flow rate in pipeline for the calculated slope.
Flow rate = 12.0 gpm with 0.63 ft per 100 ft of friction loss
12.0 gpm < 15 gpm;
Flow does not balance, decrease design flow rate at the last hydrant and repeat the previous
calculation.

Trial 2:
Required energy for 13 gpm:
2.99
⎛ 13 ⎞
H 3/ 4 = ⎜ ⎟ × 2.31 = 26.8 ft
For a ¾ in. hydrant, ⎝ 5.73 ⎠

Energy required at furthest hydrant: H¾ + SF = 26.8ft + 10ft = 36.8ft.

Calculate the slope of the HGL:
4095.5 − (3987 + 36.8)
× 100 = 0.78 ft
9200 100 ft

Refer to NLPH, pages 5-8 thru 5-21 or chapter 3 of the Engineering Field Manual to
interpolate flow rate in pipeline for the calculated slope.
Flow rate = 13.5 gpm with 0.78 ft/100 ft of friction loss
13.5 gpm > 13 gpm; Flow does not balance, increase design flow rate at the last hydrant and
repeat previous calculations until desired level of precision is obtained.

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Balanced flow at “pump off” setting:

Flow = 13.3 gpm
Energy required at hydrant = 38.6 ft
Slope of HGL = 0.7598 ft per 100 ft

Step 9: Draw HGL for high pressure setting

Draw line from Sta. 0+00, Elev. 4095.5 to Sta. 92+00, Elev. 4025.6 (see figure 9.4).

Step 10: Draw Static HGL

Draw horizontal line from Sta. 0+00, Elev. 4095.5 to Sta. 92+00, Elev. 4095.5 (see figure
9.4).

Step 11: Determine the pipe strength required for total operating pressure.
Total operating pressure is equal to the sum of the maximum static pressure and the
maximum surge pressure.
Maximum static pressure is the distance from the Static HGL to the lowest point on the
pipeline (see figure 9.4).
4095.5 − 3975
= 52.2 psi
2.31
Determine maximum surge pressure by balancing hydrant flow at the hydrant closest to the
well. Refer to previous steps for balancing process.
Maximum Q = 15.6 gpm
Convert Maximum Q from gpm to cfs.
15.6 gpm
Maximum Q (cfs) = = 0.0348 cfs
448.8 cfs
gpm

Determine cross-section area of pipe (ft2), refer to NLPH, pages 5-8

(d )
A = π 12
2

thru 5-21 or calculate by: 4

A=0.0168 ft2

Calculate Maximum velocity

Q 0.0348 cfs
V = = = 2.1 fps
A 0.0168 ft 2
Multiply velocity by surge factor multiplier, Table 2 Appendix A or, refer to NLPH,
Chapter 6.
Surge Pr essure = 2.1 fps × 14.6 psi fps = 30.7 psi

Calculate maximum operating pressure:

Maximum Operating Pressure = Max Static Pressure + Surge Pressure
Maximum Operating Pressure = 52.2 psi + 30.7 psi = 82.9 psi

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Step 12: Determine pressure tank size recommendation.

Refer to NLPH, pages 8-29 thru 8-31 or calculate using the following formula:
Qavg ⋅ t
Vtan k =
⎛ P + 14.7 ⎞
1 − ⎜⎜ lo ⎟⎟
⎝ PHi + 14.7 ⎠
Q + Qhi 10 + 13.3
Qavg = lo = = 11.7 gpm
2 2
t = 1.5 minutes
Plo = 30 psi
Phi = 50 psi
11.7 × 1.5
Vtan k = = 57 gal
⎛ 30 + 14.7 ⎞
1− ⎜ ⎟
⎝ 50 + 14.7 ⎠

Step 13: Determine where air relief valves are required (See figure 9.4.).
Use combination valve at the first summit: Sta. 6+21, Elev. 3985
Use Air/Vac valve at the critical point: Sta. 77+53, Elev. 4004

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Figure 9.4
Pumped Automatic Pressure System HGL PROFILE

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9.6 EXAMPLE 4: PIPELINE CONNECTED TO RURAL WATER SYSTEM.

A note on system planning: It is important to involve the Rural Water District when planning
connections to their service lines to ensure that all of their requirements are met, such as
installation of sanitary check valves. Rural Water District Representatives can also test the
location of the connection for pressure and capacity if the meter is already installed or estimate
these values from nearby connections if it has not.
Prior to the design, a meeting was held with the producer and a representative of the Rural Water
District. The following information was recorded:
• Pressure at water meter: 38 psi
• Estimated flow rate through meter: 8-10 gpm
• Shut-off valve and Meter is installed, check valve is installed. No further requirements
need to be met for the Rural Water District.
• Planned Herd Size: 80 head of cow/calf pairs
• Producer will rotate cattle every 5-8 days
• Cattle are checked every 2 days
• 2 watering facility locations are planned with cross-fenced paddocks. Cattle will only be
allowed access to one watering facility at a time.
• Producer plans to install ¾” hydrants and galvanized steel tanks
• Producer will install a ¾” hydrant at the hook-up for his own use
• The pipeline was surveyed following the meeting with a Total Station survey instrument.

Step 1: Determine required water storage in pasture.

Determine the Herd Requirements:
80 head x 15 gal/head/day = 1,200 gal/day
(NLPH Table 2.1A)

Account for evaporation and spillage:

1,200 gal/day x 0.10 = 120 gal/day
(NLPH Part 2.5 10% recommendation)

Total Storage Requirement:

1,200 gal/day + 120 gal/day = 1,320 gal/day
1,320 gal/day x 2 days storage =2,640 gallons
(equal to frequency livestock are checked)

Since cattle are only allowed access to one watering facility at a time, the minimum required
storage at each watering facility is 2,640 gallons.

Step 2: Determine minimum tank size.

Minimum Tank Diameter can be determined if the required volume is known by using the
following equation for cylindrical tanks:

Tank Volume
Tank Diameter =
5.87 × Tank Depth
Tank Depth for this example is a 2’ deep tank (standard for galvanized

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NE Stockwater Pipeline Handbook Hydraulic Design Procedure

tanks), filled to within 3” of the top of the tank. This assumes that the tank is never “level full”.
2’-(3/12)’=1.75’
2,640
Tank Diameter = = 16.03 feet Æ Use a 16’ nominal tank.
5.87 × 1.75
Note: The above diameter only applies if the producer is installing a cylindrical tank, such as
a galvanized steel tank or a fiberglass tank. This diameter does not apply to rubber tire
tanks.

Step 3: Determine required system flow rate for one day.

1,320 gal
× 1 day
day
Qreq = = 3.67 gpm
⎛ 60min ⎞
6 hours × ⎜ ⎟
⎝ 1hour ⎠
Choose an appropriate fill time by following guidance in Chapter 2, NLPH. In this case, the
recommended fill time of 6 hours is used.

Step 4: Pipeline survey and survey accuracy.

This pipeline was surveyed using a Total Station Survey Instrument. The error in the survey
is less than 0.1 feet, and therefore no safety factor will be applied to this design.

Step 5: Plot the survey profile (see figure 9.5).

Coordinates needed for design are:
RWD Hook-up: STA 0+00, Elev. 104.4
Lowest point: STA 2+52, Elev. 92.4
Tank 1: STA 6+42, Elev. 99.1
Critical point: STA 19+02, Elev. 151.2
Tank 2: STA 23+17, Elev. 134.4

Step 6: Determine the Energy at the Pipeline Source

When connecting to rural water systems, it is very rare that pressure tanks are used. Most
often, the pressure provided by the rural water district is adequate to service the pipeline. In
this example, no pressure tank is used.

The energy at the source (hook-up to rural water) is best estimated by testing the static
pressure at the connection. The pressure was tested at the water meter and was found to be
38 psi.

Convert the test pressure to feet of available water head:

2.31feet
38 psi × = 87.78 feet
psi

Add this value to the elevation of the hook-up to find the elevation of the Hydraulic Grade
Line:
87.78 feet + 104.41 feet = 192.19 feet

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Step 7: Draw Hydraulic Grade Line

In order to draw the hydraulic grade line, the flow must be balanced at the critical tank
location, which in this case, is Tank 2. A pipe material must also be assumed for the
calculations. The initial assumption for this example is 1 ¼” SDR 26 PVC.

Trial 1:
• Begin by guessing a flow rate. Since the required flow rate for this system is so small (4
gpm calculated in Step 3), the initial guess is higher. This is based on past experience.
Initial guess: Qhydrant = 10 gpm.
• Determine the energy required at the hydrant to produce 10 gpm from a ¾” hydrant. Refer
to Table 1 in Appendix A. From the Table, 10 gpm is achieved at a pressure of 5.3 psi
(12.24 feet).
• Calculate the slope of the hydraulic grade line for this trial.
Available Energy at Well − (Elev. of Hydrant + Pressure at Hydrant )
Slope of HGL =
Distance from Well to Hydrant

192.19 feet − (134.4 feet + 12.24 feet ) 1.966 feet

Slope of HGL = × 100 =
2,317 feet 100 feet

• Use Tables for friction loss in Chapter 5, NLPH to determine the flow rate allowed through
the pipeline with 1.966ft/100ft of friction loss.

From Table 5.2, SDR 26 PVC, 1.25”, Qpipe ~ 15.5 gpm

Qpipe > Qhydrant. Flow does not balance. Increase flow at hydrant (Qhydrant) and repeat
calculation.

Trial 2:
• Increase Qhydrant to 13 gpm.
• Energy required at ¾” hydrant to produce 13 gpm is 11.7 psi (27.02 feet) from Table 1 in
Appendix A.
• Slope of hydraulic grade line:
192.19 feet − (134.4 feet + 27.02 feet ) 1.328 feet
Slope of HGL = × 100 =
2,317 feet 100 feet

• From Table 5.2, SDR 26 PVC, 1.25”, Qpipe = 12.6 gpm

Qpipe < Qhydrant. Decrease flow rate at hydrant and repeat calculations.

Trial 3:
• Decrease Qhydrant to 12.8 gpm.
• Energy required at ¾” hydrant to produce 12.8 gpm is 11 psi (25.41 feet) from Table 1 in
Appendix A.
• Slope of hydraulic grade line:
192.19 feet − (134.4 feet + 25.41 feet ) 1.397 feet
Slope of HGL = × 100 =
2,317 feet 100 feet

• From Table 5.2, SDR 26 PVC, 1.25”, Qpipe = 13.0 gpm

Qpipe ~ Qhydrant. Flow is balanced.

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Check the critical point for adequate pressure, located at STA 19+02, El. 151.2.
⎛ 1,902 feet × 1.397 feet ⎞
Elevation of HGL at STA 19 + 02 = 192.19 feet - ⎜ ⎟ = 165.62 feet
⎝ 100 feet ⎠
Pressure over critical point = 165.62feet -151.2feet= 14.42feet

14.4 feet (6.2 psi) is adequate pressure at the critical point for the accuracy of this survey.
Note that if your survey requires using a safety factor in your design, the pressure at the
critical point should be checked against the allowable safety factor for adequacy.

Draw the hydraulic grade line onto the survey profile (see figure 9.5) from STA 0+00, Elev.
192.19 to STA 23+17, Elev. 159.81.

Steps 8 and 9 do not apply.

Step 10. Draw the static grade line.

The static grade line is drawn as a horizontal line on the survey profile, starting at the
elevation of available energy at the hook-up and ending at the last tank. A line is drawn from
STA 0+00, Elev. 192.19 to STA 23+17, Elev. 192.19.

Step 11. Determine required pipe strength.

The maximum velocity in a system will occur at the hydrant closest to the meter. In this case,
the producer plans to install a ¾” hydrant at the meter location. The potential pressure at the
meter is 38 psi (as tested by the Rural Water District).

From Table 1 in Appendix A, a ¾” hydrant is capable of flowing 19.3 gpm at 38 psi. Since
friction loss is negligible in such a short run of pipe, the flow will balance at the hydrant
capacity. Therefore, Qmax=19.3 gpm.

To calculate surge pressure, solve for the maximum velocity.

Q max
Vmax =
Inside Area of Pipe

The area of 1.25” SDR PVC pipe can be found on Table 5.2, NLPH; 0.0128 square ft.
19.3gpm 1 ft 3 1 min
Vmax = × × = 3.36 ft/sec
0.0128 ft 2 7.48 gal 60 sec

To calculate the surge pressure, multiply maximum velocity by the factor for surge in SDR 26
PVC in Table 2 in Appendix A.

Surge Pressure = Vmax x Surge Factor

Surge Pressure = 3.36 ft/sec x 14.6 psi/ft/sec = 49.1 psi

To determine the pipe strength required, add the surge pressure to the maximum static
pressure in the pipeline. Maximum static pressure is found by subtracting the elevation of the
lowest point in the pipeline survey from the elevation of the static grade line.

Maximum Static Pressure = 192.19 feet – 92.4 feet= 99.79 feet(43.2 psi)

9-22 NSPH April 2008

NE Livestock Pipeline Handbook Hydraulic Design Procedures

Total Pressure Required = 49.1 psi + 43.2 psi = 92.3 psi

92.3 psi < 160 psi rated pipe strength of SDR 26 PVC, system checks.

Step 12 does not apply.

Step 13: Determine where air relief valves are required.

Use a combination valve just downstream of the meter, since the meter is at the first summit.
Air may not be able to flow through the depression at STA 2+52, but will return back to the
meter.

Use an Air/Vac valve at the critical point: STA 19+02, Elev. 151.2.

Locate these on the survey profile (see figure 9.5).

Additional Considerations:

NLPH Chapter 6 recommends that pressure be limited to 80 psi at hydrants. Tank 1 is the
lowest hydrant/tank in this system and should be checked for static pressure.

Elevation of Tank 1 = 99.1 feet

Elevation of Static Grade Line = 192.19 feet

Static Pressure at Tank 1 = (192.19 feet – 99.1 feet)/2.31=40.3 psi

40.3 psi < 80 psi, so hydrant at Tank 1 is okay.

NSPH April 2008 9-23

NE Stockwater Pipeline Handbook Hydraulic Design Procedure

Figure 9.5
Rural Water Supplied (Constant Pressure) HGL PROFILE

9-24 NSPH April 2008

 CHAPTER 10

STOCKWATER PIPELINE INSTALLATION

NE Stockwater Pipeline Handbook Stockwater Pipeline Installation

CHAPTER 10 - STOCKWATER PIPELINE INSTALLATION

TABLE OF CONTENTS

PART 10.1 TRENCHING 10-1

10.1.1 Trencher Constructed Trench 10-1
10.1.2 Backhoe Constructed Trench 10-1
10.1.3 Plowing 10-1
10.1.3 Road Crossings 10-2
PART 10.2 PIPE JOINTS 10-4
PART 10.3 INSPECTION DURING CONSTRUCTION 10-4
PART 10.4 MEASUREMENT FOR PAYMENT 10-4

FIGURES

Figure 10.1 Water Bar 10-3

NSPH April 2008 10-i

NE Stockwater Pipeline Handbook Stockwater Pipeline Installation

CHAPTER 10
STOCKWATER PIPELINE INSTALLATION

10.1 TRENCHING
10.1.1 Trencher Constructed Trenches
When conditions permit, trenching for pipelines which are buried from 5 to 6 feet are usually
done with a narrow 4-to 6-inch wide chain trencher. Where there is little gravel and the ground
is not too wet, these trenchers bring up well pulverized soil that makes good backfill material.
The material is usually placed back in the trench with a trencher mounted blade. Where rocks
are not present, any of this material may be backfilled directly around the pipe.
There is no practical way to compact the fill in these narrow trenches. Within two to five years,
the backfill material will usually consolidate to the maximum extent. There will be low spots in
the trench backfill when the material consolidates. These can be a hazard to livestock, humans,
and equipment and are frequently a starting point for gully erosion.
There are three things that should always be done to minimize these problems:
1. Make it clearly understood by the landowner that maintenance of the backfill may be
necessary each year for several years. This maintenance will consist of adding fill to low
spots and repairing any erosion that may occur.

2. When backfilling, mound the soil over the trench to the maximum extent possible.

3. Construct "water bars" at right angles to the trench at periodic intervals. These are simply
very small diversion dikes across the trench at locations where the trench is traveling up or
down the slope. The purpose of these diversions is to prevent concentration of water in the
trench and erosion of the backfill. Figure 10.1 illustrates a water bar.

10.1.2 Backhoe Constructed Trench

Backhoe trenches are usually a minimum of 12 inches wide. The material frequently comes out
of the trench as clods, large chunks, and rocks.
It is important to backfill immediately over the pipe with 4 to 6 inches of soil that is free of large
rocks and clods. This can sometimes be done by carefully selecting from the excavated
material.
If adequate excavated material isn't available, then material such as sand or fine gravel should
be imported and placed around the pipe to a depth of 4 to 6 inches over the top of the pipe.
10.1.3 Plowing
Plowing, or Ripping, is a trenchless method for installing plastic pipe. It is a multi-stage process
consisting of positioning a vibrating or static (non-vibrating) plow equipped with a trailing product
guide which feeds pipe to the depth setting of the plow as it moves forward. The pipe is
inserted into the ground continuously along a predetermined path and depth.
The vertical depth of installation is controlled by two factors, hydraulic adjustment of the plow
shear head and the surface contours. The depth of insertion must be continually adjusted to
compensate for changes in terrain.

NSPH April 2008 10-1

NE Stockwater Pipeline Handbook Stockwater Pipeline Installation

The selection of tracked or wheeled prime movers and their relative size for pipe plows depend
on several factors:
- Local site conditions along the planned route
- Desired rate of pipe placement - Burial depth of pipe: while company guidelines should
take precedence, the general recommendation for plow prime mover horsepower rating is
a minimum of 50 horsepower per foot of buried depth.
- Terrain variance: presence of steep slopes, sand, heavy woods, etc., all of which affect
how well a vehicle will move.
General Guidelines:
- A ripping pass to the depth required is desirable and should be made before plowing in
the pipe to make sure the route is clear between splice locations. The ripping pass is made in
the same direction that the pipe is to be plowed. In some situations, it may be necessary to
make more than one ripping pass, or to rip deeper than the required depth.
- Always start the plow tractor’s movement slowly and gradually increase speed after all
pipe slack is taken up from the pipe delivery system.
- Plow attitude and depth must be changed gradually. Such changes should be made only
while the plow’s prime mover is under way.
- Grade off abrupt changes in terrain along the pipe path ahead of the plow.
- Plowing operations must be observed continuously for obstructions, proper feeding of the
pipe, proper depth, following the marked route, and safety of the crew.
- Stationary operation of a vibratory plow for excessive periods of time can damage the
pipe through kinking or abrasion. If an obstacle is encountered, shut off the vibratory plow and
excavate the pipe to expose and remove the obstacle.

10.1.4 Road Crossings

All backfill material must be adequately compacted at road crossings. It may be easiest to
import sand or fine gravel to fill the trench at road crossings. Rodding and hand tamping can be
used to consolidate this granular material. Saturating the material will assist in compaction.

10-2 NSPH April 2008

NE Stockwater Pipeline Handbook Stockwater Pipeline Installation

Figure 10.1
WATER BAR

NSPH April 2008 10-3

NE Stockwater Pipeline Handbook Stockwater Pipeline Installation

10.2 PIPE JOINTS

Experience has shown that the most common cause of pipeline failure is joint failure. Particular
care must be taken to make joints in the manner specified in the specifications and as
recommended by the manufacturer. Only materials approved for use with the specific type and
rating of pipe must be used.
Polyvinyl chloride (PVC) and other rigid plastic pipes are usually joined using glued joints. Only
solvents and glues designed for the specific plastic type must be used. A solvent cleaning and
preparation process should always be done if recommended. Connections must be to full depth
into fittings.
Polyethylene and other flexible plastic pipe are often connected with "stab" joints. Stab joints
must be properly clamped. Two stainless steel band clamps are recommended per joint.
Snaking the pipe in the trench helps keep pipe from pulling apart.
Plastic pipe connected together and placed in a trench while warm will contract as it cools off.
This can pull joints apart and is the reason that care should be taken to place pipe when it is
cool or allow for the contraction by snaking or other means. Backfill should never be placed
when the pipe is warm.
Plastic becomes brittle when cold. The amount of brittleness will depend on the material. Pipe
should not be handled or backfill placed when the weather is significantly below freezing.

10.3 INSPECTION DURING CONSTRUCTION

Frequent inspection during construction of stockwater pipelines cannot usually be performed by
the NRCS. We should make a point though to view each contractor's work while pipe is actively
being laid at least once during the construction season. If there are an unusual number of
problems occurring from job to job, then more frequent visits must be made. We must provide
enough inspection to assure ourselves that pipe is being installed in accordance with the
drawings and specifications.
A good way to get more inspection is to enlist the aid of the landuser. The landuser has a
vested interest in seeing that a good job is being done. Spending some time with the landuser
explaining exactly what to look for during construction can pay big dividends.

10.4 MEASUREMENT FOR PAYMENT

Contractors usually keep track of the number of pipe lengths that are installed and then base
their measurement of the installed length of pipeline on the total pipe lengths counted. The laid
length is not the same as the total of nominal pipe lengths. Pipe section lengths are not
consistently the same, and there are length differences caused by couplings and fittings.
Damaged or broken sections are also sometimes included.
The final payment length should always be measured when the pipe is in place. Frequently this
is done with a measuring wheel. Sometimes a tape or chain is used. If a wheel is used,
measurements should always be run up the line and then back again. If the two measurements
do not agree within two percent, the length should be remeasured. The pipeline total should be
the average of at least two measurements. If a contractor's measurements are accepted, it
should be on the basis of actual measurement, not a count of pipe sections.

10-4 NSPH April 2008

 CHAPTER 11

OPERATION AND MAINTENANCE

NE Stockwater Pipeline Handbook Operation and Maintenance

CHAPTER 11 - OPERATION AND MAINTENANCE

TABLE OF CONTENTS

PART 11.1 GENERAL 11-1

PART 11.2 WINTERIZING 11-1
PART 11.3 OPERATION AND MAINTENANCE PLAN 11-1

FIGURES

NSPH April 2008 11-i

NE Stockwater Pipeline Handbook Operation and Maintenance

CHAPTER 11
OPERATION AND MAINTENANCE

11.1 GENERAL
A stockwater pipeline and the associated tanks and equipment can soon fall into disrepair if not
properly operated and maintained. A properly constructed stockwater pipeline should last in
excess of 20 years if adequate operation and maintenance are performed.

11.2 WINTERIZING
Shallow pipelines must be drained during winter months to prevent freezing. The importance of
draining the line in a timely manner must be emphasized to the landuser. Even small pockets of
water in low areas can cause damage to the pipeline.
Where a pipeline has many small undulations, it may be possible to minimize the number of
drain locations required by blowing the line out with compressed air. Drains will then only be
needed at major low areas. Facilities for connecting an air compressor to the line must be
installed. The air compressor must have enough volume to properly blow out the line. Pressure
on the pipeline must be regulated to not exceed the pressure rating of the pipe. The air should
be run through the line long enough to evacuate small remaining amounts of water that will flow
back into low areas after the air is removed. All of this should be specified in the operation and
maintenance plan.

11.3 OPERATION AND MAINTENANCE PLAN

An operation and maintenance plan should be prepared for all stockwater pipelines and
discussed with the landuser. The life of this installation can be assured and usually increased
by developing and carrying out a good operation and maintenance program. Operation and
maintenance (O&M) is necessary for all conservation practices and is required for all practices
installed with NRCS assistance. The landuser is responsible for proper O&M throughout the life
of the practice.

The O&M Plan should comply with all laws, regulations, ordinances, and easements; in such a
manner that will result in the least adverse impact on the environment and assure the practice
will serve the purpose for which it was installed. Maintenance includes work to prevent
deterioration of the practice, repairing damage, or replacing components, which fail.

An Operation and Maintenance Plan should include:

1. Yearly inspection of the entire length of the pipeline for any signs of leaks or pipe
damage.

2. Checking for settlement in the trench backfill when the material consolidates. These can
be a hazard to livestock, humans, equipment, and are often a starting point for gully
erosion in the trench. This settling may occur for many years after construction. The
settled areas in the trench should be refilled, and any subsequent erosion repaired.

NSPH April 2008 11-1

NE Stockwater Pipeline Handbook Operation and Maintenance

3. Checking to assure all valves and air vents are set at the proper operating condition so
they may provide the needed protection to the pipeline.

4. Maintaining the design depth of cover over the pipeline and backfill around structures.

5. Limiting traffic over shallow buried pipelines to designated sections that were designed
for traffic loads. Avoid travel over shallow buried pipelines by tillage equipment when the
soil is saturated.

6. Avoiding any subsoiling operation that may disturb the pipeline.

7. Checking exterior coatings on aboveground and on-ground pipeline installations and

repairing any damage immediately.

8. Maintaining vigorous growth of vegetative coverings. This includes reseeding,

fertilization, and application of herbicides when necessary. Periodic mowing or planned
grazing may also be needed to control height.

9. Removal of all foreign debris that hinders system operation.

10. Draining the system and components as needed in areas that are subject to freezing. If
parts of the system cannot be drained, an antifreeze solution may be added.

11. Repairing any rodent, burrowing animal, vandalism, vehicle, or livestock damage.

12. Where sacrificial anodes are used for cathodic protection, checking their condition on a
regular basis and repairing or replacing as necessary.

13. When there are unique or critical factors associated with a system, a supplemental or
special operation and maintenance plan should be provided.

11-2 NSPH April 2008

APPENDIX A

WORKSHEETS
NE Stockwater Pipeline Handbook Worksheets

Figure 1
Extreme frost penetration

Mid West Plan Service (MWPS-1) STRUCTURES and ENVIRONMENT HANDBOOK

Recommended minimum bury depth in “inches” for water lines for Nebraska

NSPH April
NSPH February
20082007 Appendix A-1
 NE Stockwater Pipeline Handbook Worksheets

Figure 2
Pressure Vs. Flow Rate
Any Hydrant

50.0
Any 1" Hydrant
45.0 Q =6.357P0.458

40.0

35.0

30.0 Any 3/4" Hydrant

Q =5.728P0.334
25.0

20.0

Flow Rate (gpm)

15.0

10.0

5.0

0.0
0 10 20 30 40 50 60 70 80
Pressure (psi)

NSPH April
February
20082007 Appendix A-2
 NE Stockwater Pipeline Handbook Worksheets
Table 1

Flow Rate (gpm)

Woodford
Hydrant Hydrant Woodford Merrill "Any Bob Valve Woodford Merrill "Any Bob Valve
W34/X34
(3/4") (1") Y34 (3/4") Flow" (3/4") (3/4") Y1 (1") Flow" (1") (1")
(3/4")
Pressure
Q=5.728xP0.334 Q=6.357xP0.458 Q=8.908xP0.174 Q=4.154xP0.38778 Q=3.974xP0.494 Q=2.116xP0.661 Q=8.466xP0.405 Q=5.351xP0.487 Q=6.007xP0.552
(psi)
0
1
2
3
4
5 9.8 13.3
6 10.4 14.4
7 11.0 15.5
8 11.5 16.5
9 11.9 17.4 9.0 20.2
10 12.4 18.2 9.7 21.4
11 12.8 19.1 10.3 22.6
12 13.1 19.8 10.9 23.7
13 13.5 20.6 11.5 24.7
14 13.8 21.3 12.1 25.8
15 14.2 22.0 12.7 26.8
16 14.5 22.6 13.2 27.8
17 14.8 23.3 13.8 28.7
18 15.0 23.9 14.3 29.6
19 15.3 24.5 14.8 30.5
20 15.6 25.1 15.0 13.2 17.5 15.3 28.5 23.0 31.4
21 15.8 25.6 15.1 13.5 17.9 15.8 29.1 23.6 32.2
22 16.1 26.2 15.3 13.7 18.3 16.3 29.6 24.1 33.1
23 16.3 26.7 15.4 14.0 18.7 16.8 30.1 24.6 33.9
24 16.6 27.3 15.5 14.2 19.1 17.3 30.7 25.2 34.7
25 16.8 27.8 15.6 14.4 19.5 17.8 31.2 25.7 35.5
26 17.0 28.3 15.7 14.7 19.9 18.2 31.7 26.2 36.3
27 17.2 28.8 15.8 14.9 20.2 18.7 32.2 26.6 37.0
28 17.4 29.2 15.9 15.1 20.6 19.1 32.6 27.1 37.8
29 17.6 29.7 16.0 15.3 21.0 19.6 33.1 27.6 38.5
30 17.8 30.2 16.1 15.5 21.3 20.0 33.6 28.0 39.3
31 18.0 30.6 16.2 15.7 21.7 20.5 34.0 28.5 40.0
32 18.2 31.1 16.3 15.9 22.0 20.9 34.5 28.9 40.7
33 18.4 31.5 16.4 16.1 22.4 21.3 34.9 29.4 41.4
34 18.6 32.0 16.5 16.3 22.7 21.8 35.3 29.8 42.1
35 18.8 32.4 16.5 16.4 23.0 22.2 35.7 30.2 42.8
36 19.0 32.8 16.6 16.6 23.3 22.6 36.1 30.6 43.4
37 19.1 33.2 16.7 16.8 23.7 23.0 36.5 31.1 44.1
38 19.3 33.6 16.8 17.0 24.0 23.4 36.9 31.5 44.7
39 19.5 34.0 16.9 17.1 24.3 23.8 37.3 31.9 45.4
40 19.6 34.4 16.9 17.3 24.6 24.2 37.7 32.3 46.0

NSPH April 2008 Appendix A-3

 NE Stockwater Pipeline Handbook Worksheets
Table 1

Flow Rate (gpm)

Woodford
Hydrant Hydrant Woodford Merrill "Any Bob Valve Woodford Merrill "Any Bob Valve
W34/X34
(3/4") (1") Y34 (3/4") Flow" (3/4") (3/4") Y1 (1") Flow" (1") (1")
(3/4")
Pressure
Q=5.728xP0.334 Q=6.357xP0.458 Q=8.908xP0.174 Q=4.154xP0.38778 Q=3.974xP0.494 Q=2.116xP0.661 Q=8.466xP0.405 Q=5.351xP0.487 Q=6.007xP0.552
(psi)
41 19.8 34.8 17.0 17.5 24.9 24.6 38.1 32.6 46.7
42 20.0 35.2 17.1 17.6 25.2 25.0 38.5 33.0 47.3
43 20.1 35.6 17.1 17.8 25.5 25.4 38.8 33.4 47.9
44 20.3 36.0 17.2 18.0 25.8 25.8 39.2 33.8 48.5
45 20.4 36.3 17.3 18.1 26.1 26.2 39.6 34.2 49.1
46 20.6 36.7 17.3 18.3 26.3 26.6 39.9 34.5 49.7
47 20.7 37.1 17.4 18.4 26.6 27.0 40.3 34.9 50.3
48 20.9 37.4 17.5 18.6 26.9 27.3 40.6 35.3 50.9
49 21.0 37.8 17.5 18.7 27.2 27.7 40.9 35.6 51.5
50 21.2 38.1 17.6 18.9 27.4 28.1 41.3 36.0 52.1
51 21.3 38.5 17.7 19.0 27.7 28.5 41.6 36.3 52.6
52 21.4 38.8 17.7 19.2 28.0 28.8 41.9 36.7 53.2
53 21.6 39.2 17.8 19.3 28.3 29.2 42.3 37.0 53.8
54 21.7 39.5 17.8 19.4 28.5 29.6 42.6 37.3 54.3
55 21.8 39.8 17.9 19.6 28.8 29.9 42.9 37.7 54.9
56 22.0 40.2 17.9 19.7 29.0 30.3 43.2 38.0 55.4
57 22.1 40.5 18.0 19.9 29.3 30.6 43.5 38.3 56.0
58 22.2 40.8 18.1 20.0 29.5 31.0 43.8 38.7 56.5
59 22.4 41.1 18.1 20.1 29.8 31.3 44.1 39.0 57.0
60 22.5 41.5 18.2 20.3 30.0 31.7 44.4 39.3 57.6
61 22.6 41.8 18.2 20.4 30.3 32.0 44.7 39.6 58.1
62 22.7 42.1 18.3 20.5 30.5 32.4 45.0 39.9 58.6
63 22.9 42.4 18.3 20.6 30.8 32.7 45.3 40.2 59.1
64 23.0 42.7 18.4 20.8 31.0 33.1 45.6 40.6 59.7
65 23.1 43.0 18.4 20.9 31.2 33.4 45.9 40.9 60.2
66 23.2 43.3 18.5 21.0 31.5 33.7 46.2 41.2 60.7
67 23.3 43.6 18.5 21.1 31.7 34.1 46.5 41.5 61.2
68 23.4 43.9 18.6 21.3 32.0 34.4 46.8 41.8 61.7
69 23.6 44.2 18.6 21.4 32.2 34.8 47.0 42.1 62.2
70 23.7 44.5 18.7 21.5 32.4 35.1 47.3 42.4 62.7
71 23.8 44.8 18.7 21.6 32.6 35.4 47.6 42.7 63.2
72 23.9 45.1 18.7 21.7 32.9 35.7 47.9 42.9 63.7
73 24.0 45.4 18.8 21.9 33.1 36.1 48.1 43.2 64.2
74 24.1 45.6 18.8 22.0 33.3 36.4 48.4 43.5 64.6
75 24.2 45.9 18.9 22.1 33.5 36.7 48.6 43.8 65.1
76 24.3 46.2 18.9 22.2 33.8 37.0 48.9 44.1 65.6
77 24.4 46.5 19.0 22.3 34.0 37.4 49.2 44.4 66.1
78 24.5 46.8 19.0 22.4 34.2 37.7 49.4 44.7 66.5
79 24.6 47.0 19.1 22.5 34.4 38.0 49.7 44.9 67.0
80 24.8 47.3 19.1 22.6 34.6 38.3 49.9 45.2 67.5

Appendix A-4 NSPH April 2008

 NE Stockwater Pipeline Handbook Worksheets

Surge Pressure Factor for Various Plastic Pipe

Pipe
Nominal Pressure Surge
Pipe Size Type SDR/SIDR Rating t ID OD E mod a Factor1
(psi) (in) (in) (in) (lb/in2) (ft/sec) (psi/ft/sec)
1" PE 19 0.060 1.049 1.169 110,000 676.49 9.09
1" PE 15 100 0.070 1.049 1.189 110,000 729.44 9.81
1" PE 11.5 125 0.091 1.049 1.231 110,000 828.73 11.14
1" PE 9 160 0.117 1.049 1.283 110,000 935.58 12.58
1" PE 7 200 0.150 1.049 1.349 110,000 1053.51 14.16
1" PE 5.3 250 0.198 1.049 1.445 110,000 1200.86 16.14
1 1/4" PE 19 0.073 1.380 1.526 110,000 651.07 8.75
1 1/4" PE 15 100 0.092 1.380 1.564 110,000 729.10 9.80
1 1/4" PE 11.5 125 0.120 1.380 1.620 110,000 829.69 11.15
1 1/4" PE 9 160 0.153 1.380 1.686 110,000 932.89 12.54
1 1/4" PE 7 200 0.197 1.380 1.774 110,000 1052.67 14.15
1 1/4" PE 5.3 250 0.260 1.380 1.900 110,000 1199.83 16.13
1 1/2" PE 19 0.085 1.610 1.780 110,000 650.45 8.74
1 1/2" PE 15 100 0.107 1.610 1.824 110,000 728.00 9.79
1 1/2" PE 11.5 125 0.140 1.610 1.890 110,000 829.69 11.15
1 1/2" PE 9 160 0.179 1.610 1.968 110,000 934.15 12.56
1 1/2" PE 7 200 0.230 1.610 2.070 110,000 1053.03 14.16
1 1/2" PE 5.3 250 0.304 1.610 2.218 110,000 1201.06 16.15
2" PE 19 0.109 2.067 2.285 110,000 650.07 8.74
2" PE 15 100 0.138 2.067 2.343 110,000 729.62 9.81
2" PE 11.5 125 0.180 2.067 2.427 110,000 830.27 11.16
2" PE 9 160 0.230 2.067 2.527 110,000 934.52 12.56
2" PE 7 200 0.295 2.067 2.657 110,000 1052.55 14.15
2" PE 5.3 250 0.390 2.067 2.847 110,000 1200.64 16.14
2 1/2" PE 19 0.130 2.469 2.729 110,000 649.59 8.73
2 1/2" PE 15 100 0.165 2.469 2.799 110,000 729.97 9.81
2 1/2" PE 11.5 125 0.215 2.469 2.899 110,000 830.25 11.16
1" PVC 26 160 0.060 1.195 1.315 400,000 1182.31 15.90
1" PVC 21 200 0.063 1.189 1.315 400,000 1212.46 16.30
1" PVC 17 250 0.077 1.161 1.315 400,000 1345.37 18.09
1" PVC 13.5 315 0.097 1.121 1.315 400,000 1518.04 20.41
1 1/4" PVC 32.5 125 0.060 1.540 1.660 400,000 1048.89 14.10
1 1/4" PVC 26 160 0.064 1.532 1.660 400,000 1084.18 14.58
1 1/4" PVC 21 200 0.079 1.502 1.660 400,000 1208.29 16.24
1 1/4" PVC 17 250 0.098 1.464 1.660 400,000 1351.11 18.16
1 1/4" PVC 13.5 315 0.123 1.414 1.660 400,000 1521.63 20.46
1 1/2" PVC 32.5 125 0.060 1.780 1.900 400,000 978.88 13.16
1 1/2" PVC 26 160 0.073 1.754 1.900 400,000 1082.26 14.55
1 1/2" PVC 21 200 0.090 1.720 1.900 400,000 1205.38 16.21
1 1/2" PVC 17 250 0.112 1.676 1.900 400,000 1350.05 18.15
1 1/2" PVC 13.5 315 0.141 1.618 1.900 400,000 1522.87 20.47
2" PVC 32.5 125 0.073 2.229 2.375 400,000 965.47 12.98
2" PVC 26 160 0.091 2.193 2.375 400,000 1080.73 14.53
2" PVC 21 200 0.113 2.149 2.375 400,000 1208.14 16.24
2" PVC 17 250 0.140 2.095 2.375 400,000 1350.05 18.15
2" PVC 13.5 315 0.176 2.023 2.375 400,000 1521.73 20.46
2 1/2" PVC 32.5 125 0.088 2.699 2.875 400,000 963.41 12.95
2 1/2" PVC 26 160 0.110 2.655 2.875 400,000 1079.94 14.52
2 1/2" PVC 21 200 0.137 2.601 2.875 400,000 1209.10 16.26
2 1/2" PVC 17 250 0.169 2.537 2.875 400,000 1348.08 18.12
2 1/2" PVC 13.5 315 0.213 2.449 2.875 400,000 1521.53 20.46

Multiply the maximum velocity change in the pipe by the surge factor to determine pressure increase due to surge,

1
Based on NEH Part 636, Chapter 52

NSPH April 2008 Appendix A-5

 APPENDIX B

COMPUTER PROGRAMS
NE Stockwater Pipeline Handbook Design Guide

APPENDIX B
COMPUTER PROGRAMS

Instructions and examples for the Nebraska Stockwater Pipeline Handbook will be added at
later date.

NSPH April 2008 Appendix B-1

 APPENDIX C

MATERIALS SOURCES
NE Stockwater Pipeline Handbook Design Guide

APPENDIX C
MATERIALS SOURCES

Material Source information for the Nebraska Stockwater Pipeline Handbook will be added at
later date.

NSPH April 2008 Appendix B-1

 APPENDIX D

PLANNING AND DESIGN GUIDE

NE Stockwater Pipeline Handbook Design Guide

APPENDIX D
PLANNING AND DESIGN GUIDE

The Planning and Design Guide for the Nebraska Stockwater Pipeline Handbook will be added
at later date.

NSPH April 2008 Appendix D-1