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INSTALLATION GUIDEFOR DUCTILE IRON PIPE
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TABLE OF CONTENTS
Introduction. . . . . . . . . . . . . . . . . . . . . . . . .Page 3
Chapter 1- Receiving and Handling. . . . . . Page 5
Chapter 2- The Trench. . . . . . . . . . . . . . . .Page 12
Chapter 3- Installation. . . . . . . . . . . . . . . . Page 29
Chapter 4- Valves. . . . . . . . . . . . . . . . . . . . Page 46
Chapter 5- Thrust Restraint. . . . . . . . . . . .Page 51
Chapter 6- Backfilling. . . . . . . . . . . . . . . . .Page 58
Chapter 7- Testing and Disinfecting. . . . . .Page 60
Chapter 8- Service Taps. . . . . . . . . . . . . . . Page 67
Chapter 9- Special Installations. . . . . . . . . Page 71
Chapter 10-Useful Information. . . . . . . . . .Page 77
Copyright© 2007, 2006, 2003, 2001, 2000, 1997, 1994by Ductile Iron Pipe Research Association
This publication, or parts thereof, may not be reproduced in any formwithout permission of the publishers.
ISBN 0-9642194-0-9
Revised 8-07
Tables Page1. Suggested Maximum Allowable Stacking
Heights for Ductile Iron Pipe . . . . . . . . . . . . . . . . . . . . . . . 102. Suggested Trench Width . . . . . . . . . . . . . . . . . . . . . . . . . . . 163. Minimum Flattened Polyethylene Tube Widths
for Push-on Joint Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 264. Mechanical Joint Bolt Torque . . . . . . . . . . . . . . . . . . . . . . . 375. Maximum Deflection Full Length Pipe,
Push-on Joint Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .396. Maximum Deflection Full Length Pipe,
Mechanical Joint Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 407. Resultant Thrust at Fittings at 100 psi Water
Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .518. Soil Bearing Capacities . . . . . . . . . . . . . . . . . . . . . . . . . . . . 539. Required Flow and Openings to Flush Pipelines . . . . . . . . 60
10. Hydrostatic Testing Allowance per 1,000 Feetof Pipeline-gph . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .61
11. Quantity of Calcium Hypochlorite Granules to bePlaced at Beginning of Main and at Each 500-footInterval . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .64
12. Number of 5-gram Calcium Hypochlorite TabletsRequired for Dose of 25 mg/L . . . . . . . . . . . . . . . . . . . . . . .64
13. Chlorine Required to Produce 25 mg/LConcentration in 100 Feet of Pipe-by Diameter . . . . . . . . . 65
14. Maximum Recommended Direct Tap Size for3- Through 24-inch Ductile Iron Pipe . . . . . . . . . . . . . . . . .70
15. Linear Expansion of Ductile Iron Pipe . . . . . . . . . . . . . . . . 7916. Conversion Factors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8017. Standard Dimensions and Weights of Push-on Joint
Ductile Iron Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8618. Standard Dimensions and Weights of Mechanical
Joint Ductile Iron Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9019. Pipe Thicknesses Required for Different Tap Sizes
per ANSI/ASME B1.20.1 . . . . . . . . . . . . . . . . . . . . . . . . . . .9220. Pipe Thicknesses Required for Different Tap Sizes
per AWWA C800 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9621. Nomograph for pipe size, head loss, and discharge
for ductile iron pipe. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101
INTRODUCTION
Ductile Iron is an improvement to the cast irons that haveserved the water industry with distinction through the cen-turies. The first Ductile Iron pipe was produced experimen-tally in 1948. Minor but significant changes in chemistries andprocessing result in physical differences at the micro-struc-ture level that result in a vastly improved fracture toughnessand ductility making Ductile Iron piping products substantial-ly more resistant to damage from impact or concentratedstresses.
Although both materials are classified as cast irons, in today’sterminology, the older material is identified as gray iron andthe newer material as Ductile Iron. During the solidificationstage of the casting process, the carbon, sometimes calledgraphite, comes out of solution and collects in numeroussmall pools. The shape of these pools of carbon is a majorfactor in the mechanical properties of the material.
These photomicrographs compare the microstructures of gray iron and Ductile Iron.Note the relative continuity of the matrix exhibited by the Ductile Iron (right).
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In the gray irons, these pools are described as being in theform of a flake. That is, they are generally in an elongated, flatform ending in sharp points. The carbon content and flakegraphite form give gray irons good machinability andcorrosion-resistant properties. The flakes, however, break upthe continuity of the metal, and the sharp points are stressconcentrators at the microscopic level. Both of these charac-teristics limit the ductility and tensile properties of the mate-rial.
In the Ductile Irons, the majority of the pools of graphite arein the form of spheroids. This distinctive shape significantlyreduces the occurrence of points of stress concentration.Changing the carbon structure from flake to spheroidal formand reducing the phosphorus content results in an exception-ally strong material with good machinability, high-impact andcorrosion resistance, and excellent beam strength. For thesereasons, Ductile Iron is an ideal material for transportingwater and other liquids.
Proper installation procedures will add immeasurably to thelong and useful life of Ductile Iron pipe. Therefore, theDuctile Iron Pipe Research Association (DIPRA) has pre-pared this guide to assist water utilities, contractors, consult-ing engineers, and others concerned with the installation ofDuctile Iron pipe. While it covers installation procedures,maintenance, and recommended safety precautions, it isintended only as a guide, and does not replace appropriate spec-ifications and standards.
Detailed standards for Ductile Iron pipe, fittings, and appurte-nances are available from the American Water WorksAssociation (AWWA). Standard AWWA C600, “Installation ofDuctile Iron Water Mains and Their Appurtenances,”includes much of the information outlined in this guide.AWWA Manual M41 on Ductile Iron Pipe and Fittings is alsoavailable from AWWA.
Note: Tables are presented in U.S. customary units. Metric conversion factors are provided in Chapter 10 for your convenience.
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CHAPTER 1RECEIVING AND HANDLING
1.1 Inspection: Ductile Iron pipe is normally shipped fromfoundries by rail or truck and, less frequently, by barge. It isrugged and will withstand the shocks and stresses normallyencountered during transit. The purchaser may make arrange-ments with the manufacturer for inspection and acceptanceof Ductile Iron pipe and appurtenancesat the manufacturer’s plant. When thepipe arrives at its destination, regard-less of the method of transportation, itshould be carefully inspected for dam-age that may have occurred in transit.
Material found to be defective due tomanufacture or damaged during ship-ment should be recorded on thedelivery receipt or similar document by the carrier’s agent. Inaddition, each shipment should be verified against shippingpapers for any shortages or errors, which should also berecorded on the bill of lading or similar document by the carri-er’s agent. The purchaser may make tests specified in theapplicable AWWA standard to ensure compliance with thestandard. The manufacturer or contractor is responsible forreplacing defective materials.
Cement-mortar linings may be repaired in the field in accor-dance with ANSI/AWWA C104/A21.4. Defective or damagedareas of linings may be patched by cutting out the defective ordamaged lining to the metal so that the edges of the lining notremoved are perpendicular to the pipe wall or slightly under-cut. A stiff mortar, prepared in accordance with ANSI/AWWAC104/A21.4, is then applied to the thoroughly wetted cutoutarea and troweled smooth with the adjoining lining. After anysurface water has evaporated, but while the patch is still moist,it should be cured as specified in ANSI/AWWA C104/A21.4.
Unless otherwise specified, Ductile Iron pipe is furnished withan asphaltic coating approximately 1-mil thick perANSI/AWWA C151/A21.51. The primary purpose of theasphaltic coating is to minimize atmospheric oxidation foraesthetic reasons.
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1.2 Shipments: Most pipe shipped by DIPRA member com-panies is in the form of prepackaged bundles, which are placedas a unit on a truck or railcar. Depending on the number oftiers in a package, the bundles may be stacked two or morehigh. The pipe can also be loaded tier by tier. Loads on trucksor trailers are usually secured to the bed by nylon straps.Loads on railcars are almost universally fastened to the carwith steel strapping.
In making up tiers of pipe, whether for packages or direct load-ing on the transportation unit, every other pipe is normallyturned so that at each end of the tier, the pipe is alternately bellend to plain end. Adjacent pipes touch full length except for theshort extension of the bells beyond the plain ends. Bells onpipe of one tier should not touch or interfere with bells orbarrels in the tier above or below.
The purchaser is usually consulted with regard to the methodof transportation to facilitate plans for unloading, either at acentral location for later transfer to the job site or by stringingthe pipe along the right-of-way.
Pipe to be moved a short distance at the work site, as from oneside of the street to the other, should be rolled by hand or lift-ed and moved by machine. It should not be pushed or dragged.
1.3 Unloading: Pipe loads often have warning labels attachedto the blocking with messages similar to the following:
Important points of caution concerning the receiving andunloading of pipe are:
1. Trucks should be parked on level ground for unloading.
2. Before release of chains, cables, or strapping, an inspectionshould be made to ensure that chock blocks are securely inplace on both ends of every support timber. Where chock
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blocks are missing or inadequately fastened, correctionsshould be made. Under no circumstances should chocks beremoved while there is any possibility of pipe rolling out ofcontrol and causing damage or injury.
3. Personnel should never remain on, in front of, or alongsidea load of pipe after the restraints have been removed.
4. Steel banding should be cut with a long-handled bolt or strapcutter. Straps should not be cut with an axe, chisel, or othertool likely to damage the pipe or cause personal injury.Workmen and any other personnel in the area should wear anduse appropriate safety equipment.
5. Pipe should never be rolled off the carrier or dropped on oldtires or other cushions. A forklift or crane should be used forunloading. Precautions should be taken to prevent the pipefrom rolling or shifting during unloading. Personnel not direct-ly involved in the unloading operation should stand clear.
6. When not unloaded by forklift, pipe is usually lifted fromrailcars using a cable arrangement with a large padded hookfor each end of the pipe or by pipe tongs. If the pipe is shippedon wood spacers, loop slings can be used for unloading so thatthe loops can be placed easily around the center of the pipe. Acrane may be used to lift the pipe from the railcar to trucks fordelivery to the trench site or stockpile. The crane operator
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should use care not to strike the pipe against the side of thecar or against other pipe. When pipe is transported from therailhead to the trench site by truck, the pipe should be safelyreloaded, secured, and handled as previously described.
1.4 Slings: A variety of slings are available for handling pipe.Nylon slings, with an appropriate lifting capacity, are particular-ly well-suited for lifting Ductile Iron pipe and appurtenances.
1.5 Hooks: Hooks used in the ends of pipe for unloading pur-poses should fit both the plain and bell ends without damagingor binding on the metal. The hooks are usually fabricated ofone-inch or larger round bar stock, depending on the pipe size.
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Hooks should be padded, and care should be taken not todamage the interior lining and coating of the pipe, fittings, orvalve and hydrant products.
1.6 Pipe Tongs: Several patented lifting tongs or clampdevices are available that release the pipe automatically when-ever the hoist cable is slackened. Some clamps will fit the out-side diameter of two or three different sizes of pipe, whileother styles require a different clamp for each size of pipebeing handled. Care should be taken when using pipe tongs near trenches that have bracing protruding above the ground.If the pipe comes in contact with the bracing, the pipe tongsmay release the pipe prematurely. During freezing weather,care should also be taken to ensure that the pipe-holding padson the tong are kept ice-free to avoid pipe slippage, whichcould result in injury.
All lifting devices should be inspected, repaired, and replacedon a timely basis.
1.7 Special Exterior Coatings:When pipe is furnished with specialexterior coatings, slings, hooks,tongs, or other handling devicesshould be padded to prevent damageto the coatings.
1.8 Stacking: Pipe stored for anextended period of time should notbe stacked higher than indicated inthe following table. Timbers shouldbe used to keep bottom tiers off the ground and to help keepdirt and debris out of the pipe. Pipe on succeeding tiers shouldbe alternated bell end to plain end. At least two rows of tim-bers should be placed between tiers with chocks nailed at eachend to prevent movement of the pipe. For safety and conve-nience, each size should be stacked separately.
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(TABLE 1)Suggested Maximum Allowable Stacking
Heights For Ductile Iron PipePipe Size Number Of Pipe Size Number Of(inches) Tiers (inches) Tiers
3 18* 20 64 16* 24 56 13* 30 48 11* 36 4
10 10* 42 312 9* 48 314 8* 54 316 7 60 318 6 64 3
*Stacking height limited to approximately 12 feet for safety and handling ease.
1.9 Fittings and Accessories: Fittings, valves, and firehydrants should be drained and stored where they will not bedamaged by freezing and should be handled in such a manneras to prevent damage. Small accessories, such as rubber gas-kets, bolts, disinfecting chemicals, and joint lubricants that arenecessary for water main installation, should be stored in amobile tool house or supply shed until used. Lubricant for rub-ber-gasketed joints is delivered in sealed containers andshould be kept sanitary to make main disinfection easier.
1.10 Gaskets: Because gaskets supplied for typical waterpipe projects using push-on or mechanical joints are made ofsynthetic rubber, they should be stored in a cool location out ofdirect sunlight and should have no contact with petroleumproducts. Gaskets should be used on a first-in, first-out basis.In cold weather, the gaskets should be warmed to facilitateinstallation. SBR (Styrene Butadiene) rubber gaskets are stan-dard for normal service temperatures of up to 120ºF formechanical joints and 150ºF for push-on joints. Special gasketsare available for higher temperatures and other special servicerequirements.
Gaskets for the various types of push-on joints are not inter-changeable but are made specifically for a particular manufac-turer’s joint. Care should be exercised to use the proper gas-ket when assembling push-on joint Ductile Iron pipe. Themanufacturer’s trade name or trademark, pipe size, and otherpertinent information are marked on each gasket for easyidentification.
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Ductile Iron pipe does not deteriorate and is impermeablewhen subjected to hydrocarbons. With a Ductile Iron pipe sys-tem, only the gasketed joints may be subject to permeation.However, due to the relatively small contact area between thegasket and potable water, permeation through Ductile Ironpipe gasketed joints is not likely to be a significant source ofcontamination unless the gasket is exposed to neat organicchemicals for long periods of time.
Some gasket materials resist permeation and degradationfrom hydrocarbons better than others. While tests on othergasket materials show promise, the results to date indicatethat fluorocarbon rubber gaskets are the most resistant to per-meation. Gaskets of this material are available for use withDuctile Iron pipelines installed in areas contaminated by orsusceptible to contamination by hydrocarbons.
1.11 Delivery at Trench Site: To avoid unnecessary han-dling, the pipe and appurtenances should be placed as close aspossible to the position they will occupy in the finishedpipeline. The pipe is normally placed close to the trench on theside opposite the spoil bank. Pipe is normally strung along thetrench with bells facing in the same direction. It is helpful,where practical, to string pipes with ends (particularly sock-ets) elevated off the ground to minimize cleaning requiredprior to installation.
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CHAPTER 2THE TRENCH
2.1 Pre-construction Planning: The water main should beinstalled to the line and grade established by the engineer.This precaution is usually required in metropolitan areaswhere sub-surface utilities located in the streets must beavoided by going over, under, or around them. The engineerestablishes the location of these structures and provides adetailed plan and profile.
The pipe laying foreman should plan excavation work, equip-ment, and manpower to fit the plans provided as well as care-fully investigate the construction site before moving equip-ment to the site.
When equipment space is limited, small trenchers may beneeded. Some urban streets and alleys may be so narrow thathand work or a small backhoe or trenching machine may berequired to install the pipeline.
The reverse of these conditions is found on cross-countryinstallations where pipe may be strung for a long distanceahead of the actual excavating operation. More trench can beopened ahead of the pipe-laying crew and safety conditions aremore easily controlled. Work crews can be organized on theassumption that long stretches of main will be installed eachday. If lengths of pipe and fittings have not been strung alongthe route in advance, plans should be made for their deliveryas needed.
2.2 Trees, Shrubs, and Lawns: Written instructions shouldbe obtained from the engineer for the destruction, removal, orpreservation of trees, shrubs, lawns, and fences along thepipeline. Often it is possible to tunnel under large trees, butshrubs, bushes, and small trees have to be removed to a stor-age lot and heeled in or destroyed and later replaced.
2.3 Other Utilities: Pre-construction conferences should beheld on major construction projects. Before city streets areexcavated, all utilities should be notified in writing so theirstructures can be located and staked out on the right-of-way.Some streets and highways are honeycombed with pipes, sew-ers, conduits, power cables, and telephone ducts. No excava-tion should begin before clearance is obtained from all utilities.
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When unforeseen obstructions that require alteration of theplans are encountered, the specifications may require theowner to approve the changes or arrange for removal, reloca-tion, or reconstruction of the obstructions. These precautionssave the owner, engineers, and work crew time and money.For example, a ruptured gas main caused by the teeth of abackhoe can require evacuating residents for several cityblocks while the repair is being completed. Repair of damagedunderground telephone cables is also expensive.
When excavating, extreme care should be exercised to avoiddestruction of other utilities’ property or interruption of theirservices.
2.4 Gas Services: If excavation equipment damages a gasservice pipe, the gas utility should be notified immediately.Repair of a gas service pipe should not be attempted withoutthe supervision of an authorized employee of the gas compa-ny. If there are unlocated gas services along the route, a gasservice agent should be present at the job site to make any
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necessary repairs. Visible breaks or damage to gas servicepipe is usually in the open trench and is easily repaired, butexperience has shown that the jerk or blow of an excavatingbucket can pull a joint or coupling loose somewhere betweenthe main and the house. This may cause a gas leak which couldresult in an explosion. An experienced gas service agent shouldsupervise all repairs.
2.5 House Sewers: House sewers at the same elevation asthe water main often create a problem. In this situation, it isusually easier to lower the grade of the water main slightly toavoid the sewers. Care must be taken during excavation not todamage house sewers. If damage occurs, a temporary sewermust be installed as soon as possible. The job supervisorshould be familiar with local and state regulations specifyingthe minimum space requirements between water mains andsewers.
All house sewers must be in as good condition after completion ofthe water main as they were before work started.
2.6 Trench Excavation: In most cases, engineers requirethat pipe be installed with a specific minimum earth cover,which usually depends on the frost line in northern states andon surface load conditions in the South. Each utility or munic-ipality has established practices for this part of the excavationwork. Trench depth and type of soil encountered are vitallyimportant because they govern the need for shoring thetrench during water main installation. Some soils will stand upwell with no support while other soils require heavy shoring.Excavation must conform with all federal, state, and local regulations.
Pavement removal is also part of trench excavation. Pavementshould be broken in straight lines using appropriate tools andmethods.
A minimum cover of 2.5 to 3 feet is generally desirable forwater mains to provide a substantial cushion to absorb shockcaused by traffic. In northern states with severe frost condi-tions, pipe is often laid under as much as 8 feet or more ofearth cover.
2.7 Trench Bottom: The trench bottom should be true andeven to give the barrel of the pipe soil support for its fulllength. Soft subgrade may prove a problem in swampy areas or
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in loose sand. The trench bottom can be improved by addingcrushed stone up to 3 inches in diameter. The stones should becompacted and, if necessary, additional stone added to bring thetrench bottom up to proper grade line. Bumping the pipe withthe backhoe bucket in order to obtain grade is discouraged dueto the possiblity of such practices causing damage to the pipeand/or lining. In extreme cases, it may be necessary to drivepiling and use cross bracing or clamp the pipe to pile caps tomaintain line and grade. Appropriate thickness design proce-dures for pipe on supports should be used in this instance.
2.8 Bell Holes: Holes for pipe bells should be provided ateach joint but should be no larger than necessary for jointassembly and assurance that the pipe barrel will lie flat on thetrench bottom. Push-on type joints require only a minimumdepression for bell holes. Pipe should normally be laid byinstalling the spigot plain end of the pipe into the previouslylaid socket. On occasion it may be necessary to lay pipebackward (socket into previously laid spigot plain end). Thispractice is normally not recommended due to the fact thatlarger bell holes are generally required and result in a greaterneed to provide soil support for the new bell ends duringinitial backfill.
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2.9 Trench Width: The trench must be wide enough topermit proper installation of the pipe and to allow room toassemble joints and tamp backfill around the pipe. The widthis governed by size of pipe, type of soil, and type of excavatingequipment. The following table will serve as a guide fortrench width:
(TABLE 2)Suggested Trench Width
Nominal Trench Nominal TrenchPipe Size Width Pipe Size Width
(in.) (in.) (in.) (in.)
3 27 20 444 28 24 486 30 30 548 32 36 60
10 34 42 6612 36 48 7214 38 54 7816 40 60 8418 42 64 88
2.10 Rock Excavation: Rock must be excavated so that itwill not be closer than 6 inches to the bottom and sides of thepipe for diameters up to 24 inches and no closer than 9 inchesfor diameters 30 inches or larger. When excavation is com-plete, a bed of sand, crushed stone, or earth free from stonesor large clods should be placed on the bottom of the trench andleveled and tamped to the above-mentioned depths. Astraightedge can be used to check the bottom of the trench todetect high points of rock that may protrude through the cush-ion.
The word “rock” also applies to large gravel formations whereloose cobbles are more than 8 inches in diameter. These cobbles should be removed from the trench and excluded fromthe backfill. This same practice should be followed if thetrench excavation passes through piles of abandoned masonry,large pieces of concrete, or other debris. The pipe should notbe allowed to rest on masonry walls, piers, foundations, orother unyielding subterranean structures that may be encoun-tered in the excavation. Such obstacles should be removed tothe previously mentioned depths below the pipe, and a cush-ion of suitable material should be provided. Likewise, all tem-porary pipe support structures, including timbers, should be
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removed prior to backfilling.
2.11 Blasting: Large rocks, foundations, and piers mayrequire blasting to remove them from the trench. For the safe-ty of pipeline crew, blasting operations should proceed wellahead of the crew and should be performed only by licensedpersonnel. The trench should be covered with a weighted pro-tective mat before the charges are ignited, and pipe should beprotected from falling rock and debris.
Trenches that are blasted in rock must be deeper and widerthan those in good soil conditions to allow space for the place-ment of cushioning material around and under the pipe.
Local regulations usually govern blasting, and a permit may berequired.
2.12 Barricades and Safety: Public safety must be consideredat all times. Excavated material from the trench should be piledon the street side of the main, forming a barrier to keep vehi-cles out of the trench. If excavated material can’t be used, bar-ricades should be positioned and moved along as the
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work progresses. Adequate construction signs, guards, flash-ing warning lights, and flagmen should also be available to pro-tect the public. Loose excavated material should be removed,and sidewalks cleaned as often as possible. Children should bediscouraged from playing in work areas. Flares or warninglights should be used at night to make excavated material,pipe, and other appurtenances visible.
Wooden walkways at least 4 feet wide with side guard fencesshould be provided wherever trenching destroys normalpedestrian sidewalks. State or local authorities usually requirecompliance with established safety provisions.
2.13 Shoring: In addition to public safety considerations, safe-ty precautions must be taken for personnel at the job site. Theneed for shoring depends on the nature of the soil and depth ofthe trench. In addition to OSHA requirements, many cities,states, and federal agencies have published safety regulationsconcerning shoring requirements. Sand, loosely bound clays,and loam are the most likely soil types to cave and slide in onworkmen. Many clays tend to split in a vertical plane and fallinto the trench. The loads adjacent to the open trench imposedby excavated material and the use of heavy equipment will alsodecrease the stability of the trench walls.
In deep trenches, an engineer should design shoring to prop-erly withstand the horizontal earth load. After pipe is installed,this shoring can be removed and advanced for reuse.
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2.14 Soil Movement and Expansive Soil: Some dense claysoils expand and shrink when subjected to wetting and dryingconditions. Cracks form during dry periods, often to greatdepths. When wet conditions return, the clay soil absorbsmoisture and expands, exerting swell pressures as high as17,500 pounds per square foot. Because of its high strengthand flexibility, Ductile Iron pipe is often recommended forinstallations in areas with expansive soils.
2.15 Corrosive Soil: Although the vast majority of U.S. soilsare not corrosive to Ductile Iron pipe, certain soil environ-ments, including landfill areas, swamps, marshes, alkalinesoils, cinder beds, and polluted river bottoms, are consideredpotentially corrosive to iron pipe. Because of its significantinstallation and maintenance expense, cathodic protectionusually is not recommended for Ductile Iron pipe. Moreoverbecause corrosive soil can leach through select backfill, suchas sand and limestone, this measure offers only temporaryprotection against corrosion.
For more than 75 years, DIPRA has conducted extensiveresearch in evaluating soils for potentially corrosive charac-teristics and in developing procedures for protecting DuctileIron pipe against aggressive soils. In 1964, CIPRA (nowDIPRA) instituted a 10-point soil evaluation procedure foridentifying corrosive soils that is included in the Appendixto the ANSI/AWWA C105/A21.5 Standard. More recently, tobetter serve the water and wastewater industries, DIPRA
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and Corrpro Companies, Inc. tapped their extensive knowledgeand experiences to jointly develop a practical, cost-effectivecorrosion-control solution. The result is a Design DecisionModel™ (DDM™) that both DIPRA and Corrpro use as anengineering tool to address corrosion on proposed Ductile Irontransmission and distribution pipeline projects. The DDM™ isan extension of the 10-point soil evaluation procedure, and itsdevelopment is not intended to invalidate the 10-point system.The 10-point system addresses just the likelihood of corrosion,while the DDM™ also addresses the consequences of a failurein determining a corrosion-control strategy. The 10-point sys-tem is an accurate and dependable method of evaluating soils todetermine if corrosion protection is warranted for iron pipe andcan continue to be used with confidence.
For most soils considered corrosive to Ductile Iron, encasingthe pipe in loose polyethylene provides an effective and eco-nomical method of protection. For “uniquely severe environ-ments,” as defined in Appendix A of ANSI/AWWA C105/A21.5and Section 5 of the DDM™ matrix, cathodic protection shouldbe considered. For any Ductile Iron installation requiring poly-ethylene encasement, the encasement should be installed inaccordance with ANSI/AWWA C105/A21.5.
Although the polyethylene encasement should prevent con-tact between the pipe and surrounding backfill and beddingmaterial, it is not intended to be completely airtight or water-tight. All lumps of clay, mud, cinders, or other materials thatmight be on the pipe surface should be removed prior toinstalling the polyethylene encasement. Care should be takento prevent soil or bedding material from becoming trappedbetween the pipe and the polyethylene.
The polyethylene film should be fitted to the contour of thepipe to effect a snug, but not tight, encasement with minimumspace between the polyethylene and the pipe. Sufficient slackshould be provided in contouring to prevent stretching thepolyethylene when bridging irregular surfaces, such as bell-spigot interfaces, bolted joints, or fittings, and to prevent dam-age to the polyethylene during backfilling operations. Overlapsand ends should be secured with adhesive tape or plastic tiestraps.
For installation below the water table or in areas subject totidal actions, it is recommended that tube-form polyethylenebe used with both ends sealed as thoroughly as possible with
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adhesive tape or tightly applied plastic tie straps at the jointoverlap. It is also recommended that circumferential wraps oftape or plastic tie straps be placed at 2-foot intervals along thebarrel of the pipe to help minimize the space between thepolyethylene and the pipe.
As with all protection methods, proper installation is vital tothe success of polyethylene encasement. However, theactual installation sequence is less important than thequality and care taken during installation and subsequenttapping operations.
ANSI/AWWA C105/A21.5Installation Methods
Method AIn this method, which is preferred by most utilities and con-tractors, one length of polyethylene tube, overlapped at thejoints, is used for each length of pipe.
Method BA polyethylene tube is used for the barrel of the pipe and separate pieces of polyethylene tube or sheet for the joints.Note: Method B is not recommended for bolted-type joints unlessan additional layer of polyethylene is provided over the joint areaas in Methods A and C.
Method CEach section of pipe is completely wrapped with a flat poly-ethylene sheet.
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Method A: Step-by-step Installation GuideAlthough ANSI/AWWA C105/A21.5 includes three differentmethods of installing polyethylene sleeving, most utilitiesand contractors prefer to use some form of Method A. Twopopular forms are explained in detail below.
Method A: Normal Dry Trench Conditions
Step 1.Cut a section of polyethylene tube approximately 2 feetlonger than the pipe section. Remove all lumps of clay, mud,cinders, or other material that might have accumulated onthe pipe surface during storage. Slip the polyethylene tubearound the pipe, starting at the spigot end. Bunch the tubeaccordion fashion on the end of the pipe. Pull back the over-hanging end of the tube until it clears the pipe end.
Step 2.Dig a shallow bell hole in the trench bottom at the joint loca-tion to facilitate installation of the polyethylene tube. Lowerthe pipe into the trench and make up the pipe joint with thepreceding section of pipe.
Step 3.Move the cable to the bell end of the pipe and lift the pipeslightly to provide enough clearance to easily slide the tube.
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Spread the tube over the entire barrel of the pipe. Note: Makesure that no dirt or other bedding material becomes trappedbetween the wrap and the pipe.
Step 4.Make the overlap of the polyethylene tube by pulling back thebunched polyethylene from the preceding length of pipe andsecuring it in place. Note: The polyethylene may be secured inplace by using tape or plastic tie straps.
Step 5.Overlap the secured tube end with the tube end of the newpipe section. Secure the new tube end in place.
Step 6.Take up the slack in the tube along the barrel of the pipe tomake a snug, but not tight, fit. Fold excess polyethylene backover the top of the pipe.
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Step 7.Secure the fold at several locations along the pipe barrel(approximately every 3 feet).
Step 8.Repair all small rips, tears, or other tube damage with adhe-sive tape. If the polyethylene is badly damaged, repair thedamaged area with a sheet of polyethylene and seal the edgesof the repair with adhesive tape.
Step 9.Carefully backfill the trench according to the procedures inAWWA C600 Standard. To prevent damage during backfilling,allow adequate slack in the tube at the joint. Backfill should befree of cinders, rocks, boulders, nails, sticks, or other materi-als that might damage the polyethylene. Avoid damaging thepolyethylene when using tamping devices.
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Alternate Method A:Wet Trench ConditionsIn wet, sloppy trench conditions, the pipe should be complete-ly covered by the polyethylene tube before it is lowered intothe trench. This alternate method is illustrated below.
Step 1.Cut the polyethylene tube to a length approximately 2 feetlonger than that of the pipe section. Slip the tube over the pipe.
Step 2.Spread the tube over the entire barrel of the pipe, pushingback both ends of the tube until they clear both pipe ends.Make sure the tube is centered on the pipe to provide a 1-footoverlap at each end.
Step 3.Take up slack in the tube to make a snug, but not tight, fit.(See Step 6 above.) Circumferential wraps of tape should beplaced at 2-foot intervals along the barrel of the pipe to mini-mize the space between the polyethylene and the pipe. Useplastic tie straps or wrap a piece of tape completely around thepipe at each end to seal the polyethylene, leaving ends free tooverlap the adjoining sections of pipe.
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Step 4.Lower pipe into trench and make up pipe joint. Be careful notto damage the polyethylene when handling or jointing thepipe. Complete installation following dry condition Steps 4, 5(taking care to seal ends of overlap by using plastic tie strapsor wrapping tape completely around the pipe at each end), 8,and 9 above. Note: When lifting polyethylene-encased pipe, use afabric-type sling or a suitably padded cable or chain to preventdamage to the polyethylene.
If you have any problems or questions about installing poly-ethylene encasement, contact DIPRA or one of its membercompanies.
(TABLE 3)Minimum Flattened
Polyethylene Tube Widthsfor Push-on Joint* Pipe
Nominal Flat Tube Nominal Flat TubePipe Size Width Pipe Size Width
(in.) (in.) (in.) (in.)
3 14 20 414 14 24 546 16 30 678 20 36 81
10 24 42 8112 27 48 9514 30 54 10816 34 60 10818 37 64 121
*Larger tube widths may be required for other types of joints.
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INSTALLING PIPE WITHPOLYETHYLENE PROTECTION
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INSTALLING PIPE WITHPOLYETHYLENE PROTECTION
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CHAPTER 3PIPE INSTALLATION
3.1 Standard Laying Conditions: The trench laying condi-tion with respect to the trench bottom is usually specified bythe engineer or utility. There are five standard laying condi-tions described in ANSI/AWWA C150/A21.50.
Laying Condition
Type 1*Flat-bottom trench.† Loose backfill.
Laying Condition
Type 2Flat-bottom trench.† Backfill lightly consolidated to centerlineof pipe.
*For 14-inch and larger pipe, consideration should be given tothe use of laying conditions other than Type 1.
† "Flat-bottom" is defined as undisturbed earth.
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Laying Condition
Type 3Pipe bedded in 4-inch minimum loose soil.†† Backfill lightlyconsolidated to top of pipe.
Laying Condition
Type 4Pipe bedded in sand, gravel, or crushed stone to depth of 1/8pipe diameter, 4-inch minimum. Backfill compacted to top ofpipe. (Approximately 80 percent Standard Proctor, AASHTOT-99.)**
††Loose soil or select material is defined as “native soil excavated from the trench,free of rocks, foreign materials, and frozen earth.”
**AASHTO T-99 “Standard Method of Test for the Moisture-Density Relationsof Soils Using a 5.5 lb (2.5 kg) Rammer and a 12 in. (305 mm) Drop.”Available from the American Association of State Highway and TransportationOfficials, 444 N. Capital St. N.W., Washington, DC 20001.
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Laying Condition
Type 5Pipe bedded to its centerline in compacted granular material,4-inch minimum under pipe. Compacted granular§ or selectmaterial†† to top of pipe. (Approximately 90 percent StandardProctor, AASHTO T-99.)**
§ Granular materials are defined per the AASHTO Soil Classification System(ASTM D3282) or the Unified Soil Classification System (ASTM D2487), withthe exception that gravel bedding/backfill adjacent to the pipe is limited to 2”maximum particle size per ANSI/AWWA C600.
††Loose soil or select material is defined as “native soil excavated from the trench,free of rocks, foreign materials, and frozen earth.”
**AASHTO T-99 “Standard Method of Test for the Moisture-Density Relationsof Soils Using a 5.5 lb (2.5 kg) Rammer and a 12 in. (305 mm) Drop.”Available from the American Association of State Highway and TransportationOfficials, 444 N. Capital St. N.W., Washington, DC 20001.
3.2 Cleaning Bells and Plain Ends: To prevent gasket dis-placement and leaking joints, sand, dirt, excess coating, ice,and other foreign material must be removed from the plain endand the gasket recesses of the bell.
3.3 Handling Pipe Into Trench: Before any length of pipe islowered into the trench, it should be inspected for damage andthe inside of the pipe should be inspected for loose dirt and for-eign objects such as tools, clothing, etc. If mud and trenchwater have been permitted to stand or flow through the pipe,the inside should be scrubbed with a strong chlorine solutionand washed or flushed out. This precaution will save time andexpense when disinfecting the completed water main.
Pipe should be lowered into the trench with pipe tongs orslings. Under no condition should it be pushed off the bank andallowed to fall into the trench. Because of its weight, large pipemust be handled with power equipment.
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If a cable sling is used around the center of the pipe, a woodenblock placed between the pipe and the cable will reduce thehazard of pipe slippage.
Valves, fittings, and hydrants should be lowered into thetrench with a rope or power hoist, depending on their sizes.The rope or sling should not be attached to the valve stem and,under no conditions, should these appurtenances be droppedor dumped into the trench.
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3.4 Direction of Bells: Although it is common practice to laypipe with the bells facing the direction in which work is pro-gressing, it is not mandatory. When the main is being laiddownhill, for example, the pipes are occasionally laid with thebells facing uphill for ease of installation. The direction of thebells is not functionally related to the direction of flow withinthe main. See Section 2.8, Bell Holes, for additional commentsrelating to direction of bells.
3.5 Pipe Plugs: At times when pipe laying is not in progress,the open ends of the pipe should be closed with a watertightplug or other means approved by the owner. The plug shouldhave a means of venting and, when practical, should remain inplace until the trench is pumped dry. Air or water pressure inthe pipeline must be released prior to removal of the plug.Care must be taken to prevent pipe flotation if the trenchfloods.
3.6 Push-on Joints: The push-on joint consists of a specialbell, plain end, and rubber gasket. The bell is provided with aninternal groove in which the appropriate gasket is seated. Theplain end is beveled, and the joint is assembled by pushing theplain end into the bell, which compresses the gasket and formsa watertight seal. Different push-on joint designs are used byvarious Ductile Iron pipe manufacturers. Consequently, thebell socket is different for each type of gasket, and the gasketsare not interchangeable. The outside diameter of all DuctileIron pipe of the same size, however, is standardized, regard-less of the manufacturer. Care must be exercised to make cer-tain that the correct gasket is being used for the joint designbeing installed and that the gasket faces the proper direction.The following illustrations highlight the steps followed in mak-ing up the joint.
When pipe is cut in the field, bevel the plain end with a heavyfile, an air-driven grinder, or other suitable device and removeall sharp edges. Refer to a shop-manufactured bevel as a guidefor proper shape.
Either push-on joint or mechanical joint fittings may be usedwith push-on joint pipe. The plain end of the pipe is providedwith either one or two painted gauge lines that can be used todetermine if the plain end has been properly positioned in thebell socket. The pipe manufacturer’s instructions regardingthe location of these lines after assembly should be followed.
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Push-On Joint Assembly
1. Thoroughly clean the groove and the bell socket of the pipeor fitting; also clean the plain end of the mating pipe or fitting.Using a gasket of the proper design for the joint to beassembled, make a small loop in the gasket and insert it in the socket. For pipe sizes larger than 20 inches it may be necessary to make two loops in the gasket (6 and 12 o’clock).Make sure the gasket faces the correct direction and that it isproperly seated. Note: In cold weather, it may be necessary towarm the gasket to facilitate insertion.
2. Apply lubricant to the exposed surface of the gasket andplain end of the pipe or fitting in accordance with the pipe manufacturer’s recommendations. Do not apply lubricant tothe bell socket or the surface of the gasket in contact with thebell socket. Lubricant is furnished in sterile containers andevery effort should be made to keep it sterile. For underwateror very wet joint assemblies, relatively insoluble underwaterjoint lubricant is available and should be used.
3. Be sure that the plain end is beveled per the manufacturer’srecommendations; square or sharp edges may damage or dislodge the gasket and cause a leak. When pipe is cut in thefield, bevel the plain end with a heavy file or grinder to removeall sharp edges. Push the plain end into the bell socket of themating pipe or fitting, keeping the joint straight while pushing.Make deflection after the joint is assembled.
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4. Small pipe can be pushed into the bell socket with a long bar.Large pipe requires additional power, such as a jack, leverpuller, or backhoe. The supplier may provide a jack or leverpuller on a rental basis. A timber header should be usedbetween the pipe and the jack or backhoe bucket to avoid dam-age to the pipe.
Several pulling devices are available for large-diameter pipe,each with its own set of directions that should be followedcarefully for convenience and smooth operation.
Push-on joint pipe is manufactured with a standard outsidediameter for each nominal size of pipe. This should be considered when connecting a new push-on joint pipe with anold pit-cast pipe. Pit-cast pipe was manufactured in four classifi-cations – A, B, C, and D – and each usually had a different outside diameter dimension. Existing pipe in the systemshould be measured to determine whether a transitioncoupling or specially sized gasket will be required for connecting pipe of different outside diameters.
3.7 Mechanical Joints: The mechanical joint for DuctileIron pipe or fittings has four parts: a flange cast with thebell; a rubber gasket that fits in the socket; a gland, or follower ring, to compress the gasket; and tee head bolts andnuts for tightening the joint. Joint assembly is very simpleand requires only one tool – an ordinary ratchet wrench.Note: The mechanical joint is not a restrained joint and offersno practical resistance against joint separation due to thrustforces. If restrained joints are required, contact your DIPRAmember company. (See Section 5.3.)
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Mechanical-Joint Assembly
1. Wipe clean the socket and the plain end. Brush both the gas-ket and plain end with soapy water or an approved push-onjoint lubricant meeting the requirements of ANSI/AWWAC111/A21.11 immediately before slipping the gasket onto theplain end for joint assembly. (Note: Lubrication is recommend-ed for proper assembly of all mechanical joints.) Place thegland on the plain end with the lip extension toward the plainend, followed by the gasket with the narrow edge of the gasket toward the plain end. Note: In cold weather, it is prefer-able to warm the gasket to facilitate assembly of the joint.
2. Insert the plain end into the socket and press the gasketfirmly and evenly into the gasket recess. Keep the jointstraight during assembly.
3. Push the gland toward the socket and center it around theplain end with the gland lip against the gasket. Insert bolts andhand tighten nuts. Make deflection after joint assembly but beforetightening bolts.
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4. Tighten the bolts to the normal range of bolt torque (as indi-cated in the table below) while constantly maintaining approx-imately the same distance between the gland and the face ofthe flange at all points around the socket. This consistency canbe accomplished by partially tightening the bottom bolt first,then the top bolt, then the bolts at either side, and finally theremaining bolts. Repeat the process until all bolts are withinthe appropriate range of torque. In large sizes (30-inch through48-inch), five or more repetitions may be required. Joints thathave been assembled without proper lubrication and/or inade-quate bolt torque are susceptible to leakage.
(TABLE 4)Mechanical Joint Bolt Torque
Joint Size Bolt Size Range of Torque(in.) (in.) (ft.-lb.)
3 5⁄8 45-604-24 3⁄4 75-90
30-36 1 100-12042-48 1 1⁄4 120-150
Notes:1. Centrifugally cast push-on joint and mechanical joint pipe have thesame outside diameter for each nominal size.2. 30- to 48-inch mechanical joints are available on fittings only.
3.8 Flanged Joints: Flanged joints are seldom used forunderground water mains except for valves and fittings forlarge meter settings, valve vaults, and similar installations.This joint is also used for inside piping in pump rooms, filterplants, and sewage treatment plants, and is occasionally usedwith valves adjacent to fire hydrants. Because of its rigidity,the flanged joint is not recommended where heavy settlementor vibration is likely to occur.
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3.9 Joint Deflection: It is often necessary to divert thepipeline from a straight line when following the curvature ofstreets and roads. Both push-on and mechanical joint pipe arewell-suited to applications where joint deflection is required.
On long radius curves, the trench should be excavated widerthan normal to allow for straight line assembly before deflec-tion. Inserting the plain end of a full length of pipe into a sock-et under deflected conditions is not recommended and shouldbe avoided if possible. When deflection is necessary, pipeshould be assembled in a straight line, both horizontally andvertically, before deflection is made. For mechanical joint pipe,bolts should be hand tightened before the length of pipe isdeflected.
Pipeline Curve Geometry
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(TABLE 5)Maximum Deflection Full Length Pipe
Push-on Joint Pipe
Approx. Radius of Curve - R*Nominal Deflection Max. Offset - S* Produced by Succession of JointsPipe Size Angle - 0* (in.) (ft.)
(in.) (deg.) L* = 18 ft. L* = 20 ft. L* = 18 ft. L* = 20 ft.
3 5 19 21 205 2304 5 19 21 205 2306 5 19 21 205 2308 5 19 21 205 230
10 5 19 21 205 23012 5 19 21 205 23014 3 11 12 340 38016 3 11 12 340 38018 3 11 12 340 38020 3 11 12 340 38024 3 11 12 340 38030 3 11 12 340 38036 3 11 12 340 38042 3 11 12 340 38048 3 - 12 - 38054 3 - 12 - 38060 3 - 12 - 38064 3 - 12 - 380
Note: For 14-inch and larger push-on joints, maximum deflection maybe larger than shown above. Consult your DIPRA member company.*See figure on page 38.
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(TABLE 6)Maximum Deflection Full Length Pipe
Mechanical Joint Pipe
Approx. Radius of Curve - R*Nominal Deflection Max. Offset - S* Produced by Succession of JointsPipe Size Angle† - 0* (in.) (ft.)
(in.) (deg.) L* = 18 ft. L* = 20 ft. L* = 18 ft. L* = 20 ft.
3 8 31 35 125 1404 8 31 35 125 1406 7 27 30 145 1608 5 20 22 195 220
10 5 20 22 195 22012 5 20 22 195 22014 3.5 13.5 15 285 32016 3.5 13.5 15 285 32018 3 11 12 340 38020 3 11 12 340 38024 2 9 10 450 500
†Rounded down to nearest half degree.*See figure on page 38.
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3.10 Transition Couplings: Transition couplings and/or gas-kets are required for joining Ductile Iron to different types ofpipe such as steel, asbestos-cement, and plastic. When order-ing transition couplings or gaskets, you should give the actualoutside diameter of both types of pipe. This may require exca-vation and circumferential measurement of the existing pipes.
3.11 Cutting Pipe: Ductile Iron pipe can be cut using an abra-sive cut-off saw, a rotary wheel cutter, a guillotine pipe saw, ora milling wheel saw. The pipe can also be cut with an oxy-acetylene torch if recommended by the pipe manufacturer.
The abrasive cut-off saw is frequently used for “out of trench”cuts on any size pipe. The rotary wheel cutter can be used inor out of the trench for pipe through 30 inches in diameter. Theguillotine saw can be used in or out of the trench to cut pipe upto 16 inches in diameter. And the milling wheel saw can beused in or out of the trench for pipe 6 inches in diameter orlarger. Each of these cutting tools is available with either elec-tric or air-driven motors.
In addition, special bevel cutters are available to bevel the pipewhile cutting with a milling wheel saw and, when equippedwith an air-driven motor, can be used to make underwatercuts. If the oxyacetylene torch method of cutting pipe is used,
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the DIPRA member company must be consulted for recom-mendations and instructions on cutting its product.
The ANSI/AWWA standards for Ductile Iron pipe require fac-tory gauging of the spigot end. Accordingly, pipe selected forcutting should be field-gauged. A mechanical joint glandinserted over the barrel of the pipe might serve as a conve-nient indicator for field gauging. When glands are not available,pipe can be selected by measuring with a tape in accordancewith the manufacturer's recommendation. Some pipes, espe-cially in the larger diameters, may be out-of-round to thedegree that they will need to be rounded after cutting by jack-ing, being careful not to over jack the pipe, or other methodsto facilitate making the joint. This is a normal occurrence anddoes not in any way affect the serviceability of Ductile Ironpipe. Instructions for rounding their pipe products can beobtained from the pipe manufacturers.
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Cut ends and rough edges should be ground smooth and, forpush-on type connections, the cut end must be beveled slight-ly. The time required for mechanically cutting Ductile Ironpipe with an abrasive cut-off saw is approximately one minuteper inch diameter of pipe. For example, 24 minutes would berequired to mechanically cut a 24-inch-diameter pipe.
3.12 Railroad and Highway Crossings: Water mains arefrequently installed under highways and railroads. Because ofits inherent toughness and high-impact resistance, DuctileIron is an excellent pipe material for this application. In manycases, Ductile Iron eliminates the need for a protective steelcasing pipe. However, existing conditions may dictate the useof a casing and some state and local highway departments andrailroads continue to require casing. Although highway depart-ment regulations vary from state to state, most railroads useAmerican Railway Engineering Association (A.R.E.A.) regula-tions. These regulations should be checked and the necessarypermits obtained well in advance of the actual work. Crossingsare normally made by boring, jacking or tunneling.
Where casing is required, the Ductile Iron pipe is eitherpushed or pulled through the previously installed casing pipe.The casing pipe should be six to eight inches larger than theoutside diameter of the bells on the Ductile Iron pipe.
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Insulating chocks, skids or spacers should be placed on orunder the Ductile Iron pipe to keep the pipe centered in thecasing and to prevent damage when installation is made. Caremust be exercised to avoid pipe-to-casing contact. End caps or
other methods of sealing the casing pipe shall be provided asspecified.Because of its ability to withstand vibrations, either push-onjoint or mechanical joint pipe should be used under railroads.Backfill material may be eliminated in the space between thepipe and short culverts. At very long crossings, it is often nec-essary to partially fill the space between the Ductile Iron andcasing pipe to prevent movement. If sand is used, do not com-pletely fill the space between the pipe and casing, becausethis practice transmits surface loads to the pipe and thusnullifies the purpose of the casing. Pressure grouting ofthe entire annular space between the casing and carrier pipe isnot recommended unless grouting pressure is controlled topressure below that which would cause buckling failure of thecarrier pipe.
Note: In some cases, it may be desirable to independently hydrostaticallytest the in-casing section of pipe.
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3.13 Trenchless Applications: There are several methods ofinstalling Ductile Iron pipe in trenchless applications includingdirectional drilling and microtunneling. Ductile Iron pipe, manufactured in accordance with ANSI/AWWA C151/A21.51,can be installed using various pipe pushing/pulling methodsand directional drilling. The methods involve forming a holeslightly larger than the outside diameter of the pipe joint, afterwhich the Ductile Iron pipe is pushed or pulled through thehole. When pipe is pulled into position, restrained joints arenormally utilized. Also, specially designed and manufacturedmicrotunneling pipe is currently available.
3.14 Provision for Electrical Thawing: Several methodsare available for conducting current across joints when neces-sary to electrically thaw a pipe. These methods include gas-kets containing metal contact strips, wedges inserted at thejoints, conductive cables and metal strips applied at thefoundry, or cables applied in the field.
To prevent future problems, the correct number of wedges tobe inserted at the joint or conductive strip or cable sizingshould be calculated using an adequate safety factor withregard to electrical current needs for thawing. Likewise, stripsand connections to the pipes should be electrically insulatedfrom the backfill when required by the engineer.
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CHAPTER 4VALVES
4.1 Inspecting Valves: Prior to installation, valves should beinspected for direction of opening, number of turns to open,freedom of operation, tightness of test plugs, cleanliness ofvalve ports and seating surfaces, handling damage, and cracks.Defective valves should be corrected or held for inspection bythe owner. All bolts and nuts should be checked for propertightness with the exception of seat-adjusting bolts or screwsin butterfly valves, which should be adjusted only on the man-ufacturer’s recommendation.
4.2 Installing Valves: To assure that the pipe will not berequired to sustain the weight of heavy valves (12-inch andlarger), they should be provided with support, such as treatedtimbers, crushed stone, concrete pads, or a thoroughly tampedtrench bottom. Valves installed aboveground or in plant pipingsystems should be supported to prevent bending of the valveend connections as a result of pipe loading.
Valves can be placed in concrete or masonry vaults or buriedin the soil with a valve box, or other device to allow access andoperation, placed over the valve operator. All valves withexposed gearing should be installed in a vault. Access man-holes should be large enough to allow removal of the valve iffuture replacement is necessary.
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If the valves are in a concrete or masonry vault, wall penetra-tions should incorporate a space of at least 2 inches betweenthe concrete and the pipe to ensure that the weight of the vaultwill not rest on the water main.
When valve boxes are used, they should rest above the valveso that the weight of truck traffic passing over the street willnot be transferred to the valve or the pipe. The bottom flarededge of the box may require extra support such as a 2-inch x6-inch x 18-inch timber on each side of the valve. Concretepavement slabs should not be poured around the top portion ofthe valve. When flanged end valves are used underground, oneor more flexible pipe joints should normally be located nearthe valves.
Thrust resulting from valve closure should be carefully con-sidered in the design of the piping system and vaults. Wherethrust restraint is not specifically provided for, pipe jointsshould normally be installed straight and tightly together onboth sides of the valve.
4.3 Valve Operations: Existing valves and hydrants thatserve the new main should be opened and closed by water-works employees only. A new valve should be installed nearthe beginning of a new main to be used by the constructioncrew and to provide a valve which will close tightly whilepressure-leakage tests are being conducted.
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4.4 New Valves in Existing Mains: Special cutting-in valvesand sleeves are commonly used by water utilities and contrac-tors to install new valves in existing mains. Alternately,a solid sleeve can be used to install a new valve in an existingmain. With this method, the valve should be held firmly inplace in the line by using a filler piece of pipe to fill the gapinside the sleeve so that when pressure is on one side of theclosed valve, the thrust will not push the valve along the lineand cause a leak or possible joint separation.
4.5 Installing Blow-offs and Vents: The discharge for blow-offs and drains should be installed so that there is no possibil-ity of sewage or other contamination entering the water main.The blowoffs and drains should discharge aboveground andhave an air gap of at least two pipe diameters at the sewer or
receiving stream. Air releaseand vacuum vents should be pro-vided at high points in the line aswell as in areas of negative pres-sure. All dead ends on newmains should be closed withplugs or caps that are suitablyrestrained to prevent blowing offunder pressure. All dead endsshould be equipped with suitableblow-off or venting devices.
4.6 Inspecting Hydrants:Prior to installation, hydrants
should be inspected for direction of opening, nozzle threading,operating nut and cap nut dimensions, tightness of pressure-containing bolting, cleanliness of inlet elbow, handling damage,and cracks. Defective hydrants should be corrected or held forinspection by the owner.
4.7 Installing Fire Hydrants: Hydrants should be installedin the parkway or other locations where they will be readilyaccessible yet remain out of the path of automobiles andpedestrians. When hydrants are placed behind the curb a lib-eral setback is advisable so that car bumpers will not strike thehydrant before the tires hit the curb. When installed in a lawnor parkway, the hydrant should be placed one to two feet fromthe edge of the walk for the safety of pedestrians. A gate valveshould be installed in the hydrant branch far enough from thehydrant to allow for hydrant maintenance without interruptingthe flow of the main line.
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Most hydrants have a grade-line marking and should beordered for the proper depth of pipe cover so that the hose andpumper nozzles will be at the correct height. The connectingline to the supply main should be no less than 6 inches in diam-eter. Refer to AWWA Manual M-17 for proper fire hydrantinstallation.
4.8 Hydrant Drainage: In areas where temperatures duringwinter months would cause freezing of the hydrant barrels ifthey were not drained, drainage pits 2-feet x 2-feet x 2-feetshould be excavated below the hydrants. The pits should befilled with coarse gravel or crushed stone mixed with sand toa depth of 6 inches above the hydrant openings, providing suf-ficient aggregrate void space to more than equal the volume ofthe barrels. The drainage pits should neither be near nor beconnected to sewers.
4.9 Hydrant Anchorage: Numerous methods are used toanchor fire hydrants, including thrust blocks, tie rods, and spe-cial restrained fittings or joints. If thrust blocks are used thehydrant should rest on a concrete pad and the thrust blockpoured to rest against undisturbed soil. Caution: Be sure thatthe hydrant drain port is not clogged and is free to drain the
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hydrant. Also, the thrust block should be designed to restrainthrust created by the system pressure plus water hammer ortest pressure, whichever is greater.
If tie rods are installed, they should be connected from thehydrant to the distribution main, not to the hydrant feedermain or the hydrant valve. These rods should be coated withprotective paint or tar to retard corrosion. Restrained firehydrant fittings are discussed in the section entitled“Restrained Joints.”
To prevent water hammer, hydrants should be closed veryslowly, especially during the last few turns near full closure.
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CHAPTER 5RESTRAINING THRUSTS
5.1 Thrust Forces: Thrust forces are created in water mainswhen the pipeline changes directions (at bends and tees),stops (at dead ends and closed valves), or changes in size (atreducers). To keep the pipeline intact, there are several meth-ods of restraint available, including thrust blocks, restrainedjoints, and tie rods. The thrust to be restrained is given in thetable below.
(TABLE 7)Resultant Thrust At FittingsAt 100 psi Water Pressure
Total PoundsNom.Pipe Dead 90° 45° 221⁄2° 111⁄4°
Dia. (in.) End Bend Bend Bend Bend
3 1,232 1,742 943 481 2414 1,810 2,559 1,385 706 3556 3,739 5,288 2,862 1,459 7338 6,433 9,097 4,923 2,510 1,261
10 9,677 13,685 7,406 3,776 1,89712 13,685 19,353 10,474 5,340 2,68314 18,385 26,001 14,072 7,174 3,60416 23,779 33,628 18,199 9,278 4,66118 29,865 42,235 22,858 11,653 5,85520 36,644 51,822 28,046 14,298 7,18324 52,279 73,934 40,013 20,398 10,24930 80,425 113,738 61,554 31,380 15,76636 115,209 162,931 88,177 44,952 22,58542 155,528 219,950 119,036 60,684 30,48948 202,683 286,637 155,127 79,083 39,73354 260,214 367,999 199,160 101,531 51,01160 298,121 421,606 228,172 116,321 58,44264 338,707 479,004 259,235 132,157 66,398
Note: To determine thrust at pressures other than 100 psi, mul-tiply the thrust obtained in the table by the ratio of the pressure to100.
For example, the thrust on a 12-inch, 90° bend at 125 psi is19,353 x 125= 24,191 pounds.
100
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5.2 Thrust Blocks: Although thrust blocks are typically madeof concrete, hardwood or stone is occasionally used. Concretemust be of good quality as it transmits the thrust force fromthe fitting to undisturbed soil.
When constructing thrust blocks, care should be taken toassure that the joint, including bolts, will be accessible. Also, asheet of polyethylene film is sometimes placed between thefitting and the block to aid in later removal if desired. While theengineer usually specifies the concrete mix for thrust blocks,compressive strength at 28 days should be at least 2,000 psiand minimum curing time should be five days. When installingthrust blocks, the dimensions should be strictly adhered to asthey have been designed for the specific water pressure andexternal soil conditions.
Thrust blocks at fittings are located where the resultant forceof the thrust is directed. The illustrations shown depict typicalbearing and gravity thrust blocks.
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The following often-used soil bearing capacities for depths of4 feet are listed only as a guide.* The engineer should selectbearing values for each soil type and depth of cover encoun-tered on the specific pipeline project. Appropriate safety fac-tors should be applied to cover future changes in pipe depth,soil bearing capabilities, and other factors.
(TABLE 8)Soil Bearing Capacities
Soil Bearing Load(lb./sq. ft.)
Muck 0Soft Clay 1,000
Silt 1,500Sandy Silt 3,000
Sand 4,000Sandy Clay 6,000Hard Clay 9 000
*DIPRA cannot assume responsibility for the accuracy of thedata in this table because of the wide variation of bearing loadcapabilities for each soil type.
5.3 Restrained Joints: Restrained push-on and restrainedmechanical joints are used for resisting thrust forces as analternative to thrust blocking and/or where there is a shortageof space because of other utilities and structures and wherethere is a possibility that the soil behind a fitting will be dis-turbed. These special joints are simply and quickly installed.
Restrained Joints
Fast-Grip® Gasket (4"-30")
Flex-Ring® (4"-12")
Flex-Ring® (14"-48")
Field Flex-Ring® (14"-36")
Lok-Ring® (54"-64")
MJ Coupled Joint (4"-24")
MJ Coupled Joint (30"-48")
BOLT-LOK™ (4"-24")
MECH-LOK™ (6"-24")
54
55
SNAP-LOK™ (6"-24")
THRUST-LOCK™ (6"-36")
Lock Mechanical Joint (3"-24")
Restrained TYTON JOINT® (6"-24")
Super-Lock® (6"-30")
Wedge Action Restrainer for TYTON JOINT® (6"-24")
HP LOK™ (30"-64")
FIELD LOK 350® Gasket (4"-12")
The usual method of thrust restraint is to use these specialjoints at the fitting and for a predetermined number of lengthsof pipe on each side unless, of course, the entire installation isrestrained.
For more detailed information on determining the lengths ofpipe to be restrained, refer to the latest edition of DIPRA’spublication, Thrust Restraint Design for Ductile Iron Pipe.DIPRA has also developed a computer program with the samename. Please contact DIPRA if you need a copy of either ofthese items.
56
TR FLEX® (4"-24")
TR FLEX® (30"-36")
TR FLEX® (42"-48")
TR FLEX® (54"-64")
FIELD LOK 350® Gasket (14"-24")
FIELD LOK® Gasket (30"-36")
5.4 Tie Rods: Tie rods are used to restrain thrust forces inmany ways, either alone or with other methods. The numberand size of rods are limited by economics and practicality. Formechanical joints, tie rods may be threaded through the boltholes in the flange and secured by nuts attached to the rodusing spacers. As in using special restrained joints, more thanone length of pipe on each side of the fitting may requirerestraint. Important Note: Corrosion protection of tie rod systemsshould be considered, and steel tie rods are often field coated withprotective mastic and films.
57
CHAPTER 6BACKFILLING
6.1 Backfilling: Backfilling is one ofthe most important phases of watermain construction, and careful attentionto its proper execution cannot be over-stressed. The purpose of backfill is notonly to fill the trench but also to protectthe pipe and provide support along andunder it. (See Section 3.1 Standard LayingConditions.)
Backfill material should be of goodquality and free from cinders, frozenmaterial, ashes, refuse, boulders, rocks, ororganic material. Soil containing cobblesup to 8 inches in their greatest dimensionmay be used from 1 foot above the top ofthe pipe to the ground surface or pave-ment subgrade.
6.2 Backfilling Under Streets:Local authorities normally require that
backfill under streets be compacted upto the street subgrade. The soil is nor-mally compacted in 6- to 12-inch liftsusing mechanical compactors. Manycities require that the entire trench befilled with compacted select backfill,such as sand, gravel, or limestonescreenings. While compaction belowand to the top of the pipe benefits thewater main, all tamping above thisheight is to support the new pavement.
Pavement is usually cut 6 incheswider than the trench on each side topermit a firm foundation when it isreplaced. It is advisable to contact localauthorities since requirements varyfrom city to city.
58
6.3 Backfilling in Non-paved Areas: Parkways and othernon-paved areas may need no compaction, depending on thetrench condition required. Water jetting or trench flooding maybe used to obtain the necessary compaction.
6.4 Backfilling in Restrained Joint Areas: Backfill inrestrained joint areas should be well compacted to developpassive soil pressure resistance and thereby restrict possiblepipe movement.
6.5 Frozen Backfill: Frozen backfill should not be placed inthe trench. The frozen portion of the soil should be removedand only thawed material placed in the trench. If all of the soilis frozen, it is then necessary to backfill with graded granularmaterial.
6.6 Cleanup and Pavement Replacement: When work iscomplete, all pieces of pipe, extra fittings, tools, and incidentalmaterials, including rubbish and excess spoil material, shouldbe removed from the street or right-of-way. All undamagedwalks and pavements should be cleaned and the reseeding andreplacement of sod, shrubs, trees, and other plants should becompleted.
Damaged and removed pavement should be replaced accord-ing to local specifications and standards.
59
CHAPTER 7FLUSHING, TESTING, AND DISINFECTING
7.1 Flushing: Foreign material left in the pipeline duringinstallation often results in valve or hydrant seat leakageduring pressure tests. Every effort should be made to keeplines clean during installation. Thorough flushing is recom-mended prior to pressure testing. Flushing should beaccomplished by partially opening and closing valves andhydrants several times under expected line pressure withadequate flow velocities to flush foreign material out of thevalves and hydrants. Table 9 lists the required flow andopenings to flush pipelines to obtain a velocity of 2.5 fps.
The use of pressure washing to clean the inside diameter ofcement-mortar-lined iron pipe is not recommended due to thepossibility of damage to the seal coat and/or cement-mortarlining. The aggressiveness of the pressure washing is depen-dent on water pressure, travel speed, water jets, water jetangle to the lining, distance of the water jets from the lining,diameter of pipe, type of lining application, etc. Any attempt todo so is at the sole risk of the equipment operator.
(TABLE 9)Required Flow and Openings to Flush Pipelines
(40-psi Residual Pressure in Water Main)* †
FlowRequired Size of Tap
to Produce (in.)2.5 ft/s
(approx.) 1 11/2 2 NumberPipe Velocity of 21/2-in.
Diameter in Main Number of Hydrant(in.) (gpm) Taps on Pipe†† Outlets*
4 100 1 - - 16 200 - 1 - 18 400 - 2 1 1
10 600 - 3 2 112 900 - - 2 216 1600 - - 4 2
*With a 40-psi pressure in the main with the hydrant flowing to atmosphere, a2 1⁄2-in. hydrant outlet will discharge approximately 1,000 gpm and a 4 l⁄2-in.hydrant outlet will discharge approximately 2,500 gpm.†Table taken from ANSI/AWWA C651-99.††Number of taps on pipe based on discharge through 5 ft. of galvanized iron pipewith one 90˚ elbow.
60
(TA
BLE
10)
Hyd
rost
atic
Test
ing
Allo
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cePe
r10
00F
t.O
fP
ipel
ine*
-gp
h
Ave
rage
Nom
inal
Pip
eD
iam
eter
-in
ches
Ave
rage
Test
Test
Pre
ssur
eP
ress
ure
(psi
)3
46
810
1214
1618
2024
3036
4248
5460
64(p
si)
450
0.43
0.57
0.86
1.15
1.43
1.72
2.01
2.29
2.58
2.87
3.44
4.30
5.16
6.02
6.88
7.74
8.60
9.17
450
400
0.41
0.54
0.81
1.08
1.35
1.62
1.89
2.16
2.43
2.70
3.24
4.05
4.86
5.68
6.49
7.30
8.11
8.65
400
350
0.38
0.51
0.76
1.01
1.26
1.52
1.77
2.02
2.28
2.53
3.03
3.79
4.55
5.31
6.07
6.83
7.58
8.09
350
300
0.35
0.47
0.70
0.94
1.17
1.40
1.64
1.87
2.11
2.34
2.81
3.51
4.21
4.92
5.62
6.32
7.02
7.49
300
275
0.34
0.45
0.67
0.90
1.12
1.34
1.57
1.79
2.02
2.24
2.69
3.36
4.03
4.71
5.38
6.05
6.72
7.17
275
250
0.32
0.43
0.64
0.85
1.07
1.28
1.50
1.71
1.92
2.14
2.56
3.21
3.85
4.49
5.13
5.77
6.41
6.84
250
225
0.30
0.41
0.61
0.81
1.01
1.22
1.42
1.62
1.82
2.03
2.43
3.04
3.65
4.26
4.86
5.47
6.08
6.49
225
200
0.29
0.38
0.57
0.76
0.96
1.15
1.34
1.53
1.72
1.91
2.29
2.87
3.44
4.01
4.59
5.16
5.73
6.12
200
175
0.27
0.36
0.54
0.72
0.89
1.07
1.25
1.43
1.61
1.79
2.15
2.68
3.22
3.75
4.29
4.83
5.36
5.72
175
150
0.25
0.33
0.50
0.66
0.83
0.99
1.16
1.32
1.49
1.66
1.99
2.48
2.98
3.48
3.97
4.47
4.97
5.30
150
125
0.23
0.30
0.45
0.60
0.76
0.91
1.06
1.21
1.36
1.51
1.81
2.27
2.72
3.17
3.63
4.08
4.53
4.83
125
100
0.20
0.27
0.41
0.54
0.68
0.81
0.95
1.08
1.22
1.35
1.62
2.03
2.43
2.84
3.24
3.65
4.05
4.32
100
*Ift
hepi
pelin
eun
der
test
cont
ains
sect
ions
ofva
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sdi
amet
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the
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allo
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illbe
the
sum
ofth
eco
mpu
ted
allo
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cefo
rea
chsi
ze.
61
7.2 Hydrostatic Pressure Testing: Newly installedpipelines are normally tested after backfilling. When unusualconditions require that pressure testing be accomplishedbefore backfilling or with pipe joints accessible for examina-tion, sufficient backfill material should be placed over the pipebarrel between the joints to prevent movement and consider-ation should be given to restraining thrust forces during thetesting. In particular, restrained joint systems, which derivestability from the interaction of the pipe and soil, should bebackfilled prior to testing. The consulting engineer or utilityshould state the test pressure in the specifications. At least 1.5times the stated working pressure at the lowest elevation ofthe test section for a duration of two hours is recommended.The pipeline should be filled slowly and care should be takento vent all high points and expel all air. Vents should remainopen until water flows from them at a steady flow.
In addition, fittings and hydrants should be properly anchoredand all valves should be completely closed before applying thetest pressure. When using a valve for a closure piece of testsection, the rated pressure of the valve should not be exceeded.
After the air has been expelled and the valve or valves segre-gating the part of the system under test have been closed,pressure is then applied with a hand pump or gasoline-pow-ered pump or fire department pumping equipment for largelines. After the main has been brought up to test pressure, itshould be held at least two hours and the make-up water mea-sured with a displacement meter or by pumping the waterfrom a vessel of known volume.
Any exposed pipe, fittings, valves, hydrants, or joints shouldbe examined carefully during the test. Damaged or defectivepipe, fittings, valves, or hydrants, that are discovered duringthe pressure test should be repaired or replaced with soundmaterial and the test repeated until it is satisfactory to theowner. Table 10 lists hydrostatic testing allowance.
If blocking or concrete piers have been used behind fittings,the concrete should be cured sufficiently before hydrostatictests are conducted.
If tests are conducted daily at the end of the work shift, a tem-porary plug should be inserted in the bell and the pipelinerestrained against thrust created by the test pressure. Do not
62
depend on the weight of a few lengths of pipe to prevent thejoints from separating.
7.3 Disinfecting: All new water systems, or extensions toexisting systems, should be disinfected in accordance withANSI/AWWA C651 Standard before being placed in service.
Disinfection of mains should be accomplished only by crewswho have had experience with chlorine or other disinfectingagents. Crews responsible for the repair of mains should beaware of the potential health hazards and should be trained tocarefully observe prescribed construction practices and disin-fection procedures.
The three most commonly used methods of disinfection arethe tablet method, the continuous-feed method, and the slugmethod. The forms of chlorine that may be used in the disin-fection operations are liquid chlorine (gas at atmospheric pres-sure), sodium hypochlorite solution, and calcium hypochloritegranules or tablets.
The tablet method is convenient to use in smaller-diametermains, but can only be used if the main can be kept clean anddry during construction. This method gives an average chlo-rine dose of approximately 25 mg/L. The procedure involvesplacing calcium hypochlorite granules and tablets in the watermain as it is being installed and filling it with potable waterupon completion of the installation.
The granules should be placed at the upstream end of the firstpipe, at the upstream end of each branch main, and at 500-footintervals. The quantity of granules should be as shown inTable 11.
The tablets (5-gram calcium hypochlorite) should be attachedat the top of the joint at the beginning of each section of pipeby a food-grade adhesive. The number of tablets required forvarious pipe sizes is shown in Table 12. Additionally, one tabletshould be placed in each hydrant, hydrant branch, and otherappurtenance.
63
(TABLE 11)Quantity of Calcium Hypochlorite Granules to be Placed
at Beginning of Main and at Each 500-foot Interval*
Pipe Diameter Calcium Hypochlorite Granules(in.) (ounces)
4 0.56 1.08 2.0
12 4.016 and larger 8.0
*Table taken from ANSI/AWWA C651-92.
(TABLE 12)Number of 5-gram Calcium Hypochlorite Tablets
Required for Dose of 25 mg/L* †
Pipe Length of Pipe Section, feetDiameter
(in.) 13 or 18 20 30 40less
4 1 1 1 1 16 1 1 1 2 28 1 2 2 3 4
10 2 3 3 4 512 3 4 4 6 716 4 6 7 10 13
*Based on 3.25 grams available chlorine per tablet; any portionrounded to next higher integer.†Table taken from ANSI/AWWA C651-92.
When installation of the granules and tablets has been com-pleted, the main is then filled with water at a rate such thatwater within the main will flow at a velocity no greater than 1fps. The water is then left in the pipe for a minimum of 24hours before flushing (48 hours if the water temperature isless than 41ºF).
The continuous-feed method is suitable for general applica-tion. This method consists of filling the main to remove all airpockets and then flushing to remove particulates. For large-
64
diameter mains (24-inch or larger), an acceptable alternativeto flushing is to broom-sweep the main, carefully removing allsweepings prior to chlorination. It may also be recommendedthat calcium hypochlorite granules be placed as describedabove as part of the continuous-feed method. This would pro-vide a strong concentration of chlorine in the first flow of flush-ing water. Water is then introduced at a constant rate into themain such that the water will have no less than 25 mg/L freechlorine. Table 13 gives the amount of chlorine required foreach 100 feet of pipe for various diameters. Chlorine applica-tion should not cease until the entire main is filled with chlori-nated water. The chlorine should then be retained for at least24 hours at which time the chlorine residual should not be lessthan 10 mg/L.
(TABLE 13)Chlorine Required to Produce 25 mg/L Concentration
in 100 Feet of Pipe - by diameter†
1 percentPipe Diameter 100 percent Chlorine Chlorine Solution
(inches) (pounds) (gallons)
4 0.013 0.166 0.030 0.368 0.054 0.65
10 0.085 1.0212 0.120 1.4416 0.217 2.60
†Table taken from ANSI/AWWA C651-92
The slug method is suitable for use in large-diameter mainswhere the volume of water involved makes the continuous-feed method impractical. The slug method consists of placingcalcium hypochlorite granules as described above, filling themain to remove all air pockets, and flushing to remove partic-ulates. For large-diameter mains (24-inch or larger), an accept-able alternative to flushing is to broom-sweep the main, care-fully removing all sweepings prior to chlorination. A slow flow-ing slug of water, chlorinated to at least 100 mg/L free chlorine,is then introduced into the main. The slow flow rate shallensure that all parts of the main will be exposed to the highlychlorinated water for at least 3 hours. If at any time the freechlorine residual drops below 50 mg/L, the flow should
65
be stopped, and the procedure should be restarted at that loca-tion with the free chlorine restored to not less than 100 mg/L.
Following chlorination, the main should be flushed assoon as possible (within 24 hours) since prolongedexposure to high concentrations of chlorine may dam-age the asphaltic seal coat.
Precautions should be taken to ensure that the chlorinated dis-charge will not cause damage to the environment. Where nec-essary, federal, state, provincial, and local regulatory agenciesshould be contacted to determine special provisions for thedisposal of heavily chlorinated water.
After the final flushing, bacteriological tests should be per-formed in accordance with state and local regulations toensure that there are no coliform organisms. For more detailedinformation, refer to ANSI/AWWA C651 Standard forDisinfecting Water Mains.
7.4 Repairing Pipe: Many devices and materials are used torepair pipe. Holes are most commonly repaired using mechan-ical joint split sleeves or bolted repair clamps that encircle thepipe. Special sleeves similar to the mechanical joint splitsleeve, interior joint sealing devices, and special bell clampsare available for repairing leaking joints. An inventory of repairmaterials should be maintained for each size of pipe in the sys-tem to ensure rapid repair and minimal inconvenience to cus-tomers.
Proper sanitary and disinfecting procedures are extremelyimportant when repairing main breaks in potable waterpipelines. Procedures for disinfection are found in AWWAC651 Standard.
Important Note: When disinfecting water mains after repairshave been made, caution must be exercised to ensure that astrong concentration of chlorine does not enter the customer’sservice lines.
66
CHAPTER 8 SERVICE TAPS
8.1 Taps: Service taps are easily made either before or afterDuctile Iron pipe installation. The minimum pressure class ofall diameters of Ductile Iron pipe may be direct tapped for 3/4inch services. Additionally, the minimum pressure class of 6-inch and larger Ductile Iron pipe may be direct tapped for 1-inch services. Usually the services are located at ten or twoo’clock on the circumference of the pipe and can be screweddirectly into the tapped and threaded pipe.
Standard corporation stops can be used on all pressure classesof Ductile Iron pipe. Compression joint corporation stops canalso be used effectively. If the taps are for vents or pitometerconnections, they should be placed on top of the pipe.Allowance for any possible movement of the main or servicepiping should be made by making a half loop in the service pip-ing at the tap and firmly compacting the backfill under thisloop. When more than one tap in an existing gray iron pipe isnecessary to deliver the required flow for service lines, thetaps should be staggered around the circumference at least 12inches apart and not drilled in a straight line. These restric-tions do not apply to Ductile Iron pipe.
67
The preferred method of making direct service taps on poly-ethylene-encased pipe consists of applying two or three wrapsof polyethylene adhesive tape completely around the pipe tocover the area where the tapping machine and chain will bemounted. This method minimizes possible damage to thepolyethylene during the direct-tapping procedure. After thetapping machine is mounted, the corporation stop is installeddirectly through the tape and polyethylene as shown.
Experience has shown that this method is very effective ineliminating damage to the polyethylene encasement by thetapping machine and chain during the tapping operation.
Service taps can also be made on existing polyethylene-encased gray and Ductile Iron mains by making an X-shapedcut in the polyethylene and temporarily folding back the filmor by tapping directly through the polyethylene.
After the tap is completed, cuts, tears, or other areas of dam-age to the polyethylene encasement should be repaired withtape and extra film as described in ANSI/AWWA C105/A21.5.
Direct connection of copper services to gray and Ductile Ironpipelines has long been a common practice in the waterworksindustry. To minimize the possibility of corrosion, service linesof dissimilar metals and the attendant corporation stop shouldbe wrapped with polyethylene or a suitable dielectric tape fora minimum clear distance of 3 feet away from the main.
In addition, grounding of household electrical services to thecopper water service line may result in stray-current corro-sion of the copper service or the gray or Ductile Iron main.AWWA policy opposes the grounding of electrical systems topipe systems conveying drinking water to a customer’spremises. AWWA further states that interior piping systemsmay be connected to an electrical service neutral and to a sep-arate grounding electrode provided these systems are electri-cally insulated from the water utility’s pipe system. DIPRAendorses this AWWA policy and recommends that water utili-ties require that service lines of dissimilar metals be electri-cally insulated from their pipe system.
68
8.2 Maximum Size Taps: The maximum size and number ofcorporation stops permissible for various main sizes are usu-ally set by local codes, generally the plumbing code.Necessary pipe thicknesses for different tap sizes are outlinedin tables in Chapter 10, “Useful Information.” Because of thehigh strength of Ductile Iron, the number of threads engagedis less critical than with lower-strength material. Extensivetesting has shown that with two threads engaged, the limitingfactor on the physical strength of the tap is the strength of thebody of the corporation stop. The threads did not fail undereither tension or shear forces.
Additionally, based on direct tapping tests, the maximumrecommended direct tap sizes, to ensure a water-tight tap, for3- through 24-inch Ductile Iron pipe are shown in Table 14. Allclasses of Ductile Iron pipe 24-inches and larger in diametercan be direct tapped for 2-inch corporation stops. The cut-offat 2-inch diameter taps was chosen because most, if notall, tapping machines used to direct tap pressurized mains arelimited to a maximum tap size of 2-inches.
Two layers of 3-mil TFE applied to the male threads of the cor-poration stop also effectively reduce installation torquerequirements.
69
(TABLE 14)Maximum Recommended Direct Tap Size for
3- Through 24-inch Ductile Iron Pipe
Pressure Class
Size 150 200 250 300 350
(in.) Maximum Recommended Direct Tap Size
3 - - - - 3⁄44 - - - - 3⁄46 - - - - 18 - - - - 1
10 - - - - 112 - - - - 11⁄414 - - 11⁄4 11⁄2 11⁄216 - - 11⁄2 2 218 - - 2 2 220 - - 2 2 224 - 2 2 2 2
8.3 Large Connections: Large services are provided forschools, factories, and other facilities by using a tee or by plac-ing a split tapping sleeve or tapping saddle on the pipe towhich a tapping valve is bolted. [See MSS SP-60: ConnectingFlange Joint between Tapping Sleeves and Tapping Valves,and MSS SP-111: Gray Iron and Ductile Iron TappingSleeves.] A special tapping machine is required for cutting adisc from the wall of the pipe while under pressure. Splitsleeves and tapping saddles are available with mechanicaljoint accessories. Instructions for making a tap with these fit-tings are supplied by both fitting and tapping machine manu-facturers. These appurtenances are available for most pipesizes. Tapping machines may be purchased or rented with orwithout an operator.
70
CHAPTER 9SPECIAL INSTALLATIONS
9.1 Pipe Through Walls: Wall pipes or wall sleeves should beused where Ductile Iron water mains pass through concretewalls of meter vaults, large valve pits, or other walls to elimi-nate a rigid connection between the pipe and wall. The sleeveor wall pipe provides flexibility to prevent the pipe from beingsubjected to heavy beam loading.
Additionally, it is good practice to locate a flexible joint about18 inches from the outside face of the wall. The trench bottomunder the pipe leading into a building or vault should be firm-ly tamped to minimize settlement under the pipe. If soil con-ditions indicate that significant settlement will occur, at least 2inches of crushed stone should be compacted to provide a per-manent support under the pipe. Remember, all pipes enteringwalls from the outside must be protected from cantilever beamaction.
9.2 Subaqueous Pipe: When it is necessary to cross a body ofwater requiring only a small deflection in the joints, and jointrestraint is not a consideration, standard push-on or mechani-cal joint pipe can be used. If the water is deep and the angle ofdeflection in the joint necessary to follow the contour of theriver bed is great, ball and socket pipe–with a deflection up to15º–should be used. A combination of restrained and ball andsocket joints may be used depending on bottom conditions andservice requirements.
71
Ball and Socket Joints
72
Flex-Lok® (4"-24")
Flex-Lok® (30"-54")
SNAP-Lok™ (6"-24")
Ball and Socket (6"-36")
USIFLEX® (4"-36")
USIFLEX® (42"-48")
There are several methods of installing ball and socket DuctileIron pipe. It can be assembled in sections of three or fourlengths, either on shore or on the deck of a barge, attached toa “strongback,” and lowered to the stream bed where diversconnect the sections. (Ball and socket pipes use joints withpositive locking devices.) Ball and socket pipe can also beassembled on a chute affixed to the side of a barge and loweredinto position as assembly progresses.
Another installation method involves assembling the pipelineon shore and dragging it into position along the bottom. Thepipe can also be floated into position by attaching barrels orfloats to the pipe, which are punctured or released in a con-trolled fashion when the pipe reaches the desired position.
A similar method involves assembling the pipe on shore,pulling it down skids into the water as each length is connect-ed, then attaching floats. The line extends farther into thewater as each successive length is laid, and the finished line issubmerged in the manner described above.
Subaqueous lines laid in navigable streams must be placedin trenches and covered to protect them from injury or
73
displacement by ship or boat traffic. Where applicable, procedures should conform to appropriate governmentalregulations. In all cases, joints should not be allowed tobecome overly deflected or subjected to excessive beam load.
9.3 Pipe on Supports or Bridge Crossings: The usual prac-tice of installing pipe on supports is to have one support perlength of pipe located behind the pipe bell. For undergroundinstallations, closer spacing of supports may be necessary dueto greater external loads imposed on the pipe. For above-ground installations, it is necessary to assure a minimum oflateral and vertical stability at the supports. Deflected pipejoints can result in thrust forces of hydrostatic or hydrody-namic origin, and if not laterally and vertically restrainedunbalanced forces may result in additional joint deflection andpossible failure of the pipeline.
Thermal expansion of Ductile Iron pipelines supported aboveground is not usually of concern in correctly designed andinstalled systems because of the nature of the push-on ormechanical joint. A 100-degree Fahrenheit change in temper-ature results in expansion or contraction of a 20-foot length ofDuctile Iron pipe of approximately 0.15 inches. This is easilyaccommodated by correctly installed pipe and joints.Occasionally, where structures from which Ductile Iron pipe isto be suspended are expected to have significantly differentbehavior than the pipeline, special considerations for expan-sion, contraction, and supports may be necessary.
74
Note: DIPRA member companies have special joints that allowspans of more than one pipe length in some cases.
9.4 Pipe Insulation: Insulation is necessary in climates wherewater mains on supports or in casings are subject to freezing.Insulation is also used on some services to reduce heat loss-es. It may be necessary to provide for expansion-contractionand thrust restraint in some cases. Special gaskets or otherprovisions may also be required for high-temperature service.
Insulation materials may be made of fiberglass, cellular glass,expanded polystyrene, urethane, and other materials.Waterproof barriers covering the insulation are usually madeof asphalt mastic cement, asphalt-coated glass fiber, and cor-rugated aluminum. The thickness of the insulating materialshould be carefully calculated and installed in accordance withinstructions of the engineer, manufacturer, or utility. Metallicsleeves should be placed at supports around the insulation toprevent it from being crushed.
Note: Insulation does not contribute heat input but merelydecreases the rate of heat loss. Thus, provisions for heat input toprevent freezing may be necessary.
75
NOTES
76
CHAPTER 10USEFUL INFORMATION
Standards
ANSI/AWWA C104/A21.4 Cement-Mortar Lining ForDuctile-Iron Pipe and Fittingsfor Water
ANSI/AWWA C105/A21.5 Polyethylene Encasement forDuctile-Iron Pipe Systems
ANSI/AWWA C110/A21.10 Ductile-Iron and Gray-IronFittings, 3 inches through 48inches, for Water
ANSI/AWWA C111/A21.11 Rubber-Gasket Joints forDuctile-Iron Pressure Pipeand Fittings
ANSI/AWWA C115/A21.15 Flanged Ductile-Iron Pipe withDuctile-Iron or Gray-IronThreaded Flanges
ANSI/AWWA C116/A21.16 Protective Fusion - Bonded Epoxy Coatings for the Interior and Exterior Surfaces of Ductile-Iron and Gray-Iron Fittings for Water Supply Service
ANSI/AWWA C150/A21.50 Thickness Design of Ductile-Iron Pipe
ANSI/AWWA C151/A21.51 Ductile-Iron Pipe, CentrifugallyCast, for Water
ANSI/AWWA C153/A21.53 Ductile-Iron Compact Fittingsfor Water Service
ANSI/AWWA C600 Installation of Ductile-IronWater Mains and TheirAppurtenances
ANSI/AWWA C606 Grooved and Shouldered Joints
ANSI/AWWA C651 Disinfecting Water Mains
77
ASTM A674 Polyethylene Encasement forDuctile Iron Pipe for Wateror Other Liquids
ASTM A716 Ductile Iron Culvert Pipe
ASTM A746 Ductile Iron Gravity Sewer Pipe
MSS SP-60 Connecting Flange Jointbetween Tapping Sleeves andTapping Valves
MSS SP-111 Gray Iron and Ductile IronTapping Sleeves
Standards Organizations
American National Standards Institute (ANSI)11 West 42nd StreetNew York, New York 10036
American Society for Testing and Materials (ASTM)100 Barr Harbor DriveWest Conshohocken, Pennsylvania 19428
American Society of Mechanical Engineers (ASME)345 East 47th StreetNew York, New York 10017
American Water Works Association (AWWA)6666 West Quincy AvenueDenver, Colorado 80235
Manufacturers Standardization Society (MSS)Valve and Fittings Industry, Inc.127 Park Street, N.E.Vienna, Virginia 22180
Installation of Ductile Iron Pipe for Special Applications
For special recommendations concerning the installation ofdigester gas service, compressed air pipelines, chemicalprocess piping, and other special applications, contact DIPRAmember companies.
78
Linear Expansion of Ductile Iron Pipe
The coefficient of linear expansion of Ductile Iron may betaken as 6.2 X 10-6 inches per inch-ºF. The expansion or con-traction in inches that will take place in a line of given lengthwith various temperature changes is shown in the followingtable:
(TABLE 15)Linear Expansion of Ductile Iron Pipe–inches
Temp. Length of Line in FeetDifference
°F 100 500 1000 5280
5 0.037 0.19 0.37 1.9610 0.074 0.37 0 74 3 9320 0.149 0.74 1.48 7.8630 0.223 1.12 2.23 11.7840 0.298 1.49 2.98 15.7150 0.372 1.86 3.72 19.6460 0.446 2.23 4.46 23.5770 0.520 2.60 5.20 27.5080 0.595 2.98 5.95 31.4390 0.670 3.35 6.70 35.35
100 0.744 3.72 7.44 39.28120 0.893 4.46 8.93 47.14150 1.116 5.58 11.16 58.92
79
(TABLE 16)Conversion Factors
Multiply By To Obtain
Acres 43,560 Square feetAcres 4,047 Square meters
Acre-Feet 43,560 Cubic feetAcre-Feet 325,851 Gallons
Atmospheres 29.92 Inches of mercuryAtmospheres 33.90 Feet of waterAtmospheres 14.70 Pounds/square inch
Bars 14.5 Pounds/square inch
Centimeters 0.3937 InchesCentimeters 0.01 MetersCentimeters 10 Millimeters
Cubic feet 1728 Cubic inchesCubic feet 0.02832 Cubic metersCubic feet 0.03704 Cubic yardsCubic feet 7.48052 Gallons
Cubic feet/minute 0.1247 Gallons/secondCubic feet/minute 62.4 Pounds of water/minute
Cubic feet/second 0.646317 Million gallons/dayCubic feet/second 448.831 Gallons/minute
Cubic inches 5.787 x 10-4
Cubic feetCubic inches 2.143 x 10
-5Cubic yards
Cubic inches 4.329 x 10-3
Gallons
Cubic yards 27 Cubic feetCubic yards 46,656 Cubic inchesCubic yards 201.974 Gallons
Feet 0.3048 Meters
Feet of water 0.02950 AtmospheresFeet of water 0.8826 Inches of mercuryFeet of water 0.4335 Pounds/square inch
80
Conversion Factors
Multiply By To Obtain
Feet/minute 0.01667 Feet/secondFeet/minute 0.01136 Miles/hour
Feet/second 0.6818 Miles/hour
Gallons 0.1337 Cubic feetGallons 231 Cubic inches
Gallons water 8.3453 Pounds of water
Gallons/minute 1.440 x 10-3 Million gallons/dayGallons/minute 2.228 x 10-3 Cubic feet/secondGallons/minute 8.0208 Cubic feet/hour
Gallons water/minute 6.0086 Tons water/24 hours
Grains/U.S. gallon 17.118 Parts/million
Horsepower 42.44 B.T.U./minuteHorsepower 33,000 Foot-pounds/minuteHorsepower 550 Foot-pounds/secondHorsepower 0.7457 Kilowatts
Horsepower (boiler) 33,479 B.T.U./hour
Inches 2.540 Centimeters
Inches of mercury 0.03342 AtmospheresInches of mercury 1.133 Feet of waterInches of mercury 0.4912 Pounds/square inch
Inches of water 0.002458 AtmospheresInches of water 0.03613 Pounds/square inch
Kilometers 0.621 Miles
Miles 5,280 FeetMiles 1.6093 Kilometers
Miles/hour 88 Feet/minuteMiles/hour 1.467 Feet/second
81
Conversion Factors
Multiply By To Obtain
Milligrams/liter 1 Parts/million
Million gallons/day 1.54723 Cubic feet/secondMillion gallons/day 694.444 Gallons/minute
Parts/million 0.0584 Grains/U.S. gallonParts/million 8.345 Lbs./million gallon
Pounds 16 OuncesPounds 0.0005 Tons (short)
Pounds of water 0.01602 Cubic feetPounds of water 27.68 Cubic inchesPounds of water 0.1198 Gallons
Pounds of water/min. 2.670 x 10-4
Cubic feet/second
Pounds/cubic foot 5.787 x 10-4
Pounds/cubic inch
Pounds/square foot 0.01602 Feet of waterPounds/square foot 6.944 x 103 Pounds/square inch
Pounds/square inch 0.06804 AtmospheresPounds/square inch 0.06897 BarsPounds/square inch 2.307 Feet of waterPounds/square inch 2.036 Inches of mercuryPounds/square inch 6.895 Kilopascals
Quarts 57.75 Cubic inches
Square feet 2.296 x 105 AcresSquare feet 144 Square inchesSquare feet 3.587 x 10-3 Square miles
Square inches 6.944 x 103 Square feet
Square miles 640 AcresSquare miles 27.88 x 106 Square feetSquare miles 3.098 x 106 Square yards
82
Conversion Factors
Multiply By To Obtain
Square yards 2.066 x 10 AcresSquare yards 9 Square feetSquare yards 3.228 x 10
7Square miles
Temp. (ºC) + 273.15 1 Absolute temp. (ºK)Temp. (ºC) + 17.78 1.8 Temperature (ºF)Temp. (ºF) - 32 5/9 Temperature (ºC)
Tons (short) 2,000 Pounds
Tons of water/24 hours 83.333 Pounds water/hourTons of water/24 hours 0.16643 Gallons/minuteTons of water/24 hours 1.3349 Cubic feet/hour
Watts 1.341 x 103 Horsepower
Yards 91.44 CentimetersYards 3 FeetYards 36 InchesYards 0.9144 Meters
83
84
NOTES
85
NOTES
86
(TA
BLE
17)
Stan
dard
Dim
ensi
ons
and
Wei
ghts
ofP
ush-
onJo
int
Duc
tile
Iron
Pip
e
18-f
t20
-ft.
Lay
ing
Len
gth
Lay
ing
Len
gth
Wei
ght
Ave
rage
Ave
rage
Pip
eof
Bar
rel
Wei
ght
ofW
eigh
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rW
eigh
tW
eigh
tPe
rW
eigh
tSi
zeP
ress
ure
Thi
ckne
ssO
D+
Per
Foot
Bel
l©L
engt
h©©Pe
r Fo
otH
Len
gth©©
Per
Foot
H
in.
Cla
ssin
.in
.lb
.lb
.lb
.
lb
lb
.lb
.3
350
0.25
3.96
8.9
7.0
165
9.3
185
9.2
435
00.
254.
8010
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511
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28.4
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34.8
29.0
655
36.4
725
36.3
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2815
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40.4
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42.9
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42.7
300
0.30
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545
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52.3
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71.6
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71.2
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0.36
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9577
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3821
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77.5
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1470
81.6
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3325
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80.8
95.0
1550
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85.6
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0.37
25.8
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1985
110.
221
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9.7
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2000
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2012
3.2
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0515
5.3
+To
lera
nce
of O
D o
f sp
igot
end
: 3-
12 i
nche
s, ±
0.06
inc
hes;
14-
24 i
nche
s, +
0.05
inc
hes,
- 0
.08
inch
es;
30-4
8 in
ches
, +0.
08in
ches
, - 0
.06
inch
es; 5
4-64
inch
es, +
0.04
inch
es, -
0.1
0 in
ches
.©
The
bell
wei
ghts
sho
wn
abov
e ar
e ad
equa
te fo
r 35
0 ps
i ope
ratin
g pr
essu
re. B
ell w
eigh
ts v
ary
due
to d
iffer
ence
s in
pus
h-on
join
t des
ign.
The
man
ufac
ture
r sh
all c
alcu
late
pip
e w
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ts u
sing
sta
ndar
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rrel
wei
ghts
and
wei
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of b
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ng p
rodu
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©©In
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cal
cula
ted
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ght o
f pip
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near
est 5
pou
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clud
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rage
wei
ght p
er fo
ot b
ased
on
calc
ulat
ed w
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ipe
befo
re r
ound
ing.
87
88
(TA
BLE
17
cont
inue
d)
Stan
dard
Dim
ensi
ons
and
Wei
ghts
of
Pus
h-on
Joi
nt D
ucti
le I
ron
Pip
e
18-f
t20
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Wei
ght
of
W
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Wei
ght
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T
hick
ness
O
D+
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Bel
l©L
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Per
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H
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ssin
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0.38
38.3
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7514
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5.5
+To
lera
nce
of O
D o
f sp
igot
end
: 3-
12 i
nche
s, ±
0.06
inc
hes;
14-
24 i
nche
s, +
0.05
inc
hes,
- 0
.08
inch
es;
30-4
8 in
ches
, +0.
08in
ches
, - 0
.06
inch
es; 5
4-64
inch
es, +
0.04
inch
es, -
0.1
0 in
ches
.©
The
bell
wei
ghts
sho
wn
abov
e ar
e ad
equa
te fo
r 35
0 ps
i ope
ratin
g pr
essu
re. B
ell w
eigh
ts v
ary
due
to d
iffer
ence
s in
pus
h-on
join
t des
ign.
The
man
ufac
ture
r sh
all c
alcu
late
pip
e w
eigh
ts u
sing
sta
ndar
d ba
rrel
wei
ghts
and
wei
ghts
of b
ells
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ng p
rodu
ced.
©©In
clud
ing
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cal
cula
ted
wei
ght o
f pip
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unde
d of
f to
near
est 5
pou
nds.
HIn
clud
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bell;
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rage
wei
ght p
er fo
ot b
ased
on
calc
ulat
ed w
eigh
t of p
ipe
befo
re r
ound
ing.
89
90
(TA
BLE
18)
Stan
dard
Dim
ensi
ons
and
Wei
ghts
of
Mec
hani
cal J
oint
Duc
tile
Iro
n P
ipe
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t20
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ing
Len
gth
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1.1
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ches
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The
bel
l wei
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sho
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e ar
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te fo
r 35
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AN
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Bel
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Incl
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Incl
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n ca
lcul
ated
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ndin
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91
92
(TA
BLE
19)
Pip
e T
hick
ness
es R
equi
red
for
Diff
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t Ta
p Si
zes
Pipe
Thi
ckne
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Siz
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r AN
SI/A
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for S
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Tap
Size
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1
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2
l ⁄23
3
l ⁄24
Pipe
Size
Num
ber
Pip
e T
hick
ness
in.
of T
hrea
dsin
.
32
0.18
0.21
0.28
33
0.26
0.29
0.37
34
0.33
0.36
0.46
42
0.17
0.19
0.26
0.31
43
0.25
0.27
0.35
0.40
44
0.32
0.34
0.44
0.49
62
0.17
0.18
0.23
0.27
0.30
63
0.25
0.26
0.32
0.36
0.39
64
0.32
0.33
0.41
0.45
0.48
82
0.16
0.17
0.22
0.24
0.27
0.33
83
0.24
0.25
0.31
0.33
0.36
0.42
84
0.31
0.32
0.40
0.42
0.45
0.51
102
0.15
0.17
0.21
0.23
0.25
0.30
0.44
103
0.23
0.25
0.30
0.32
0.34
0.39
0.56
104
0.30
0.32
0.39
0.41
0.43
0.48
0.69
122
0.15
0.16
0.20
0.22
0.24
0.28
0.40
0.48
123
0.23
0.24
0.29
0.31
0.33
0.37
0.52
0.60
124
0.30
0.31
0.38
0.40
0.42
0.46
0.65
0.73
142
0.15
0.16
0.20
0.22
0.23
0.26
0.38
0.45
0.51
0.58
143
0.23
0.24
0.29
0.31
0.32
0.35
0.50
0.58
0.64
0.70
144
0.30
0.31
0.38
0.40
0.41
0.44
0.63
0.70
0.76
0.83
162
0.15
0.16
0.20
0.21
0.22
0.25
0.37
0.43
0.48
0.54
163
0.23
0.24
0.29
0.30
0.31
0.34
0.50
0.56
0.60
0.66
164
0.30
0.31
0.38
0.39
0.40
0.43
0.62
0.68
0.73
0.79
182
0.15
0.15
0.19
0.21
0.22
0.24
0.35
0.41
0.46
0.51
183
0.23
0.23
0.28
0.30
0.31
0.33
0.48
0.54
0.58
0.64
184
0.30
0.30
0.37
0.39
0.40
0.42
0.60
0.66
0.71
0.76
202
0.15
0.15
0.19
0.20
0.21
0.23
0.34
0.39
0.44
0.49
203
0.23
0.23
0.28
0.29
0.30
0.32
0.46
0.52
0.56
0.62
204
0.30
0.30
0.37
0.38
0.39
0.41
0.59
0.64
0.69
0.74
93
94
(TA
BLE
19
cont
inue
d)
Pip
e T
hick
ness
es R
equi
red
for
Diff
eren
t Ta
p Si
zes
Pipe
Thi
ckne
sses
Req
uire
d fo
r Diff
eren
t Tap
Siz
es a
s pe
r AN
SI/A
SME
B1.
20.1
for S
tand
ard
Tape
r Pip
e T
hrea
ds w
ith T
wo,
Thr
ee,
and
Four
Ful
l Thr
eads
Tap
Size
in.
1⁄2
3⁄4
1
11
⁄41l ⁄2
2
2l ⁄2
3
3l ⁄2
4Pi
peSi
zeN
umbe
r
P
ipe
Thi
ckne
ssin
.of
Thr
eads
in.
242
0.14
0.15
0.19
0.20
0.21
0.22
0.32
0.37
0.40
0.45
243
0.22
0.23
0.28
0.29
0.30
0.31
0.
440.
500.
520.
5824
40.
290.
300.
370.
380.
390.
400.
570.
620.
650.
70
302
0.14
0.15
0.19
0.19
0.20
0.21
0.31
0.34
0.
370.
4130
30.
220.
230.
280.
280.
290.
300.
440.
460.
500.
5430
40.
290.
300.
370.
370.
380.
390.
560.
590.
620.
66
362
0.14
0.14
0.18
0.19
0.20
0.21
0.30
0.33
0.35
0.38
363
0.22
0.22
0.27
0.28
0.29
0.30
0.42
0.46
0.48
0.50
364
0.29
0.29
0.36
0.37
0.38
0.39
0.55
0.58
0.60
0.63
422
0.14
0.14
0.18
0.19
0.19
0.20
0.29
0.32
0.34
0.36
423
0.22
0.22
0.27
0.28
0.28
0.29
0.42
0.44
0.46
0.48
424
0.29
0.29
0.36
0.37
0.37
0.38
0.54
0.57
0.59
0.61
482
0.14
0.14
0.18
0.18
0.19
0.20
0.29
0.31
0.32
0.35
483
0.22
0.22
0.27
0.27
0.28
0.29
0.42
0.44
0.44
0.48
484
0.29
0.29
0.36
0.36
0.37
0.38
0.54
0.56
0.57
0.60
542
0.15
0.15
0.18
0.19
0.19
0.20
0.29
0.30
0.32
0.34
543
0.22
0.22
0.27
0.27
0.28
0.29
0.41
0.43
0.44
0.46
544
0.29
0.29
0.36
0.36
0.36
0.37
0.54
0.55
0.57
0.59
602
0.15
0.15
0.18
0.19
0.19
0.20
0.28
0.30
0.31
0.33
603
0.22
0.22
0.27
0.27
0.28
0.28
0.41
0.42
0.44
0.46
604
0.29
0.29
0.35
0.36
0.36
0.37
0.53
0.55
0.56
0.58
642
0.15
0.15
0.18
0.18
0.19
0.20
0.28
0.30
0.31
0.33
643
0.22
0.22
0.27
0.27
0.27
0.28
0.41
0.42
0.44
0.
4564
40.
290.
290.
350.
360.
360.
370.
530.
550.
560.
58
95
96
(TA
BLE
20)
Pipe
Thi
ckne
sses
Req
uire
d fo
r Diff
eren
t Tap
Siz
es a
s pe
r AW
WA
C80
0 fo
r Sta
ndar
d C
orpo
ratio
n St
op T
hrea
ds*
with
Tw
o, T
hree
,an
d Fo
ur F
ull T
hrea
dsTa
p Si
ze
in.
1⁄2
5⁄8
3⁄4
1
11⁄4
11⁄2
2
Pipe
Size
Num
ber
Pipe
Thi
ckne
ssin
.of
Thr
eads
in.
32
0.21
0.24
0.25
0.33
33
0.29
0.32
0.33
0.41
34
0.36
0.39
0.40
0.49
42
0.19
0.22
0.23
0.30
0.36
43
0.27
0.30
0.31
0.38
0.45
44
0.34
0.37
0.38
0.46
0.54
62
0.18
0.20
0.20
0.26
0.30
0.35
63
0.26
0.28
0.28
0.34
0.39
0.44
64
0.33
0.35
0.35
0.42
0.48
0.53
82
0.17
0.18
0.19
0.24
0.27
0.31
0.39
83
0.25
0.26
0.27
0.32
0.36
0.40
0.48
84
0.32
0.33
0.34
0.40
0.45
0.49
0.57
102
0.17
0.17
0.18
0.23
0.25
0.28
0.35
103
0.25
0.25
0.26
0.31
0.34
0.37
0.44
104
0.32
0.32
0.33
0.39
0.43
0.46
0.53
122
0.16
0.17
0.17
0.22
0.24
0.26
0.32
123
0.24
0.25
0.25
0.30
0.33
0.35
0.41
124
0.31
0.32
0.32
0.38
0.42
0.44
0.50
142
0.16
0.17
0.17
0.21
0.23
0.25
0.30
143
0.24
0.25
0.25
0.29
0.32
0.34
0.39
144
0.31
0.32
0.32
0.37
0.41
0.43
0.48
162
0.16
0.16
0.17
0.21
0.22
0.24
0.28
163
0.24
0.24
0.25
0.29
0.31
0.33
0.37
164
0.31
0.31
0.32
0.37
0.40
0.42
0.46
182
0.15
0.16
0.16
0.20
0.21
0.23
0.27
183
0.23
0.24
0.24
0.28
0.30
0.32
0.36
184
0.30
0.31
0.31
0.36
0.39
0.41
0.45
202
0.15
0.16
0.16
0.20
0.21
0.23
0.26
203
0.23
0.24
0.24
0.28
0.30
0.32
0.35
204
0.30
0.31
0.31
0.36
0.39
0.41
0.44
242
0 15
0.15
0.16
0.19
0.21
0.22
0.24
243
0 23
0.23
0.24
0.27
0.30
0.31
0.33
244
0.30
0.30
0.31
0.35
0.39
0.40
0.42
302
0.15
0.15
0.16
0.19
0.20
0.21
0.23
303
0.23
0.23
0.24
0.27
0.29
0.30
0.32
304
0.30
0.30
0.31
0.35
0.38
0.39
0.41
*The
cor
pora
tion
stop
thre
ad is
com
mon
ly k
now
n to
the
trad
e as
the
Mue
ller
thre
ad
97
98
(TA
BLE
20
cont
inue
d)
Pipe
Thi
ckne
sses
Req
uire
d fo
r Diff
eren
t Tap
Siz
es a
s pe
r AW
WA
C80
0 fo
r Sta
ndar
d C
orpo
ratio
n St
op T
hrea
ds*
with
Tw
o, T
hree
,an
d Fo
ur F
ull T
hrea
ds
Tap
Size
in
.1⁄2
5⁄8
3⁄4
1
11⁄4
11⁄2
2
Pipe
Size
Num
ber
Pipe
Thi
ckne
ssi n
.of
Thr
eads
in.
362
0.14
0.15
0.15
0.19
0.20
0.20
0.22
363
0.22
0.23
0.23
0.27
0.29
0.29
0.31
364
0.29
0.30
0.30
0.35
0.38
0.38
0.40
422
0.14
0.14
0.15
0.18
0.19
0.20
0.21
423
0.22
0.22
0.23
0.26
0.28
0.29
0.30
424
0.29
0.29
0.30
0.34
0.37
0.38
0.39
482
0.14
0.14
0.15
0.18
0.18
0.19
0.20
483
0.22
0.22
0.23
0.26
0.27
0.28
0.29
484
0.29
0.29
0.30
0.34
0.36
0.37
0.38
542
0.14
0.14
0.14
0.17
0.18
0.19
0.20
543
0.22
0.22
0.22
0.25
0.27
0.28
0.29
544
0.29
0.29
0.29
0.34
0.36
0.36
0.38
602
0.14
0.14
0.14
0.17
0.18
0.19
0.20
603
0.22
0.22
0.22
0.25
0.27
0.28
0.29
604
0.29
0.29
0.29
0.34
0.36
0.36
0.38
642
0.14
0.14
0.15
0.17
0.18
0.19
0.20
643
0.22
0.22
0.22
0.25
0.27
0.28
0.29
644
0.29
0.29
0.29
0.34
0.36
0.36
0.38
*The
cor
pora
tion
stop
thre
ad is
com
mon
ly k
now
n to
the
trad
e as
the
Mue
ller
thre
ad.
99
100
NOTES
101
160
150
140
130
120
110
100
90
80
70
Flo
w C
oeffi
cien
t—C
.02
.03
.04
.05
.08
.1
.2
.3
.4
.5
.6
.8
1
2
3
4
56
8
10
20
.06
Loss
of H
ead
in F
eet p
er 1
,000
Fee
t—H
Piv
ot L
ine
64
20,000
10,0009,0008,0007,000
6,000
5,000
4,000
3,000
2,000
1,000900800700
600
500
400
300
200
100908070
60
50
40
30
20
10
60
54
48
42
36
30
24
20
18
16
14
12
10
8
6
4
3
(GPM) (MGD)
30.0
20.0
10.09.08.07.06.0
5.0
4.0
3.0
2.0
0.90.80.7
0.6
0.5
0.4
0.3
2.0
0.10.090.080.07
0.06
0.04
0.03
0.02
0.015D
isch
arge
—Q
Insi
de D
iam
eter
of P
ipe
in In
ches
—D
(TABLE 21)Nomograph for Pipe Size, Head Loss, and Discharge
for Ductile Iron Pipe
Note: Based on the Hazen-Williams formula: Q=0.006756CD2.63H0.54. For cement-mortar-lined ductile-iron pipe, C=140.( ) Shown are actual inside diameters of cement-mortar-lined ductile-iron pipe of the lowest available pressure classes.
160
150
140
130
120
110
100
90
80
70
Flo
w C
oeffi
cien
t—C
.02
.03
.04
.05
.08
.1
.2
.3
.4
.5
.6
.8
1
2
3
4
56
8
10
20
.06
Loss
of H
ead
in F
eet p
er 1
,000
Fee
t—H
Piv
ot L
ine
64
20,000
10,0009,0008,0007,000
6,000
5,000
4,000
3,000
2,000
1,000900800700
600
500
400
300
200
100908070
60
50
40
30
20
10
60
54
48
42
36
30
24
20
18
16
14
12
10
8
6
4
3
(GPM) (MGD)
30.0
20.0
10.09.08.07.06.0
5.0
4.0
3.0
2.0
0.90.80.7
0.6
0.5
0.4
0.3
2.0
0.10.090.080.07
0.06
0.04
0.03
0.02
0.015
Dis
char
ge—
Q
Insi
de D
iam
eter
of P
ipe
in In
ches
—D
101
160
150
140
130
120
110
100
90
80
70
Flo
w C
oeffi
cien
t—C
.02
.03
.04
.05
.08
.1
.2
.3
.4
.5
.6
.8
1
2
3
4
56
8
10
20
.06
Loss
of H
ead
in F
eet p
er 1
,000
Fee
t—H
Piv
ot L
ine
64
20,000
10,0009,0008,0007,000
6,000
5,000
4,000
3,000
2,000
1,000900800700
600
500
400
300
200
100908070
60
50
40
30
20
10
60
54
48
42
36
30
24
20
18
16
14
12
10
8
6
4
3
(GPM) (MGD)
30.0
20.0
10.09.08.07.06.0
5.0
4.0
3.0
2.0
0.90.80.7
0.6
0.5
0.4
0.3
2.0
0.10.090.080.07
0.06
0.04
0.03
0.02
0.015
Dis
char
ge—
Q
Insi
de D
iam
eter
of P
ipe
in In
ches
—D
BLE 21)e, Head Loss, and Dischargeile Iron Pipe
CD2.63H0.54. For cement-mortar-lined ductile-iron pipe, C=140.ned ductile-iron pipe of the lowest available pressure classes.
Open for(TABLE 21)
Nomograph for Pipe Size, Head Loss, and Dischargefor Ductile Iron Pipe
INDEXB
Backfilling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .58Bell Holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15Bells
Cleaning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31Direction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33
Blasting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17Blow-offs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48Bridge Crossings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74
CCasing Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .43Cleanup . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .59Coatings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9Coefficient of Linear Expansion . . . . . . . . . . . . . . . . . . . . . . . . . .79Conversion Factors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .80Corrosive Soil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .19Cutting Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .41
DDeflection
Mechanical Joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40Push-on Joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39
Delivery to Trench Site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11Digester Gas Service . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 78Dimensions
Mechanical Joint Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90Push-on Joint Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 86
DisinfectingContinuous-feed Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 64Slug Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65Tablet Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63
EExisting Utilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
FFittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10Flanged Joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37Flushing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60
GGas Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13Gaskets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
HHandling Pipe Into Trench . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31Highway Crossings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43
102
HydrantsAnchorage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49Inspecting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48
Hydrostatic Pressure Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . 62
IInspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 75
JJoints
Deflection. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38Flanged . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37Mechanical . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35Push-on . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33Restrained . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53
LLaying Conditions, Standard . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29Lifting Devices
Hooks. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8Pipe Tongs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9Slings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Linear Expansion. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79
MMechanical Joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35
PPavement
Removal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14Replacement. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59
Pipe on Supports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74Pipe Plugs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33Planning, Pre-construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12Polyethylene Encasement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19
Pressure Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62Push-on Joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33. RRailroad Crossings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43Repairing Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66Restrained Joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53Rock Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
SSafety . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17Sewers. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
103
Shipments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6Shoring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18Soil
Corrosive . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19Expansive . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19
Special InstallationsBridge Crossings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74Pipe on Supports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74Pipe through Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71Subaqueous Crossings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71
Stacking Pipe. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9Standards
List. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 77Organizations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 78
Subaqueous Crossings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71
TTaps
Large Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 70Maximum Size . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 69Required Wall Thickness per ANSI/ASME B1.20.1 . . . . . . . . . 92Required Wall Thickness per AWWA C800 . . . . . . . . . . . . . . . . 96
TestingTesting Allowance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62
Thawing, Electrical . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45Thrust
Blocks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52Forces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 51
Tie Rods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 56Transition Couplings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41Trench
Bottom . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14Box. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14Width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
UUnloadingRailcars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7Trucks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
VValves
Inspecting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46Installing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46Operation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47Thrust Restraint. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47
Vents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48W
WeightsMechanical Joint Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90Push-on Joint Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 86
104
DIPRA MEMBER COMPANIESAmerican Cast Iron Pipe CompanyP.O. Box 2727Birmingham, Alabama 35202-2727
Atlantic States Cast Iron Pipe Company183 Sitgreaves StreetPhillipsburg, New Jersey 08865-3000
Canada Pipe Company, Ltd.1757 Burlington Street EastHamilton, Ontario L8N 3R5 Canada
Clow Water Systems CompanyP.O. Box 6001Coshocton, Ohio 43812-6001
McWane Cast Iron Pipe Company1201 Vanderbilt RoadBirmingham, Alabama 35234
Pacific States Cast Iron Pipe CompanyP.O. Box 1219Provo, Utah 84603-1219
United States Pipe and Foundry CompanyP.O. Box 10406Birmingham, Alabama 35202-0406
An association of quality producers dedicated to highest pipe standards through a program of continuing research.245 Riverchase Parkway East, Suite OBirmingham, Alabama 35244-1856Telephone 205 402-8700 FAX 205 402-8730www.dipra.org
Manufactured from recycled materials.
9-0-4912469-0 NBSIM5.8/70-8/GIF
