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500 Drainage

AbstractThis section contains information on drainage for typical Company facilities. It includes:

• Specific suggestions for facility layout• A material selection spreadsheet• Calculation methods and design examples for hydraulic analysis• General guidelines for strength analysis• A discussion of septic system layout and design• Identification of model specification for construction

This section, however, does not cover drainage on offshore structures and is nointended to be a comprehensive text on drainage, hydraulics, or waste treatmen

Contents Page

510 Introduction 500-3

511 Important Drainage Concepts

512 Surface and Underground Drainage

513 Regulations and Guidelines

514 Sources of Liquids

520 Surface Drainage 500-5

521 General Design Considerations

522 Tankfield Drainage

523 Process Area Drainage

524 Drainage of Other Areas

525 Ditches and Culverts

530 Underground Drainage 500-12

531 Layout and Design Considerations

532 Segregated Drainage Systems

533 Soil and Component Support Issues

Chevron Corporation 500-1 June 1997

500 Drainage Civil and Structural Manual

534 Hydraulic Analysis and Design

535 Drainage System Design Examples

536 Strength Analysis and Design

537 Component Design Considerations

538 Septic Tanks and Leach Fields

539 Material Considerations

540 Drain System Repair and Retrofit 500-50

541 Inspection/Detection for Existing Drains

542 Joint/Localized Area Repairs

543 Internal Sealing Systems

544 External Repairs

545 Complete Internal Relining

546 Complete Replacement

550 Containment and Leak Detection 500-63

551 Introduction/Summary

552 Double Pipe Systems

553 Trough Containment

554 Leakage Detection Systems

555 Enhanced Detection Only

560 Evaluation of Drainage Systems 500-76

561 General Evaluation

562 Recommended Procedure for New Drain Selection

570 Miscellaneous Data 500-78

571 Abbreviations, Acronyms, and Symbols

572 Rainfall Data

573 Model Specification

574 Standard Drawings and Engineering Forms

575 Standards and Codes

576 Sources of Information

577 Vendors and Contractors

578 Flat Slab Protection Recommendations

580 Library References 500-102

June 1997 500-2 Chevron Corporation

Civil and Structural Manual 500 Drainage

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510 IntroductionWhile drainage is an important factor in most civil design work, it takes on addeimportance for many Company projects. Safety and environmental issues involvin the handling, processing and storing of hydrocarbons and other chemicals rewell-thought-out drainage systems.

This section of the manual discusses basic drainage concepts, offers recommetions for different applications, and serves as a useful reference tool in organizidrainage design tasks.

For design considerations for drainage systems related to fire protection, see thFire Protection Manual, Section 1400.

Please note that this section references a variety of documents which may not locally available. If you need assistance in obtaining any of these references, contact the corporate library at CTN 242-4755.

511 Important Drainage ConceptsDrainage is an important part of both fire and environmental protection. Keep thconcepts in mind during the layout and design phase of a project.

A good drainage design will:

• Route flammable fluids away from ignition sources and into enclosed drainalso isolates flammable vapors in drainage piping from ignition sources.

• Route burning liquids away from equipment that might rupture and add fuethe flames. It also minimizes exposure of adjacent property.

• Get rid of rain water quickly and prevent flooding from outside sources.

• Reduce air emissions from evaporation of volatile fluids by capturing them enclosed drains.

• Keep wastes out of soil, groundwater, and surface water.

• Segregate clean and contaminated water to minimize the amount of water must be treated.

• Need little maintenance.

In today’s regulatory and economic climate, leak-free drainage systems are almalways essential. An investment in a leak-free drainage system today minimizecleanup costs tomorrow.

512 Surface and Underground DrainageSurface drainage should route contaminated water and wastes into an undergrdrainage system. The underground system will take those liquids to a treatmenfacility (if necessary). Where there is no potential for contamination, liquids candrain into open basins or sumps for later release or treatment.



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In areas where large spills of hazardous material are possible, use surface draito route spills and firewater to open basins.

513 Regulations and GuidelinesYou must follow all applicable government regulations including environmental regulations concerning drainage. One of your early priorities is to identify appli-cable regulations, required permits, and government agencies with jurisdiction your work. Most facilities have a person who handles permitting. Depending onyour location and scope of work, getting permits might be quite easy or very labrious.

The extent of environmental protection required is closely tied to existing and aipated government regulations, degree of environmental risk, and potential futuliability. Where no regulations, Chevron guidelines, or industry guidelines exist,risk analysis should be used to determine the proper level of protection. For sepsystems, we recommend the standards established in the Uniform Plumbing C(UPC), Reference [29].

514 Sources of LiquidsSome of the liquids your drainage system might collect are sanitary sewage, strunoff, firewater, and process liquids.

Sanitary Sewage is always handled in a segregated system.

Storm Runoff often makes up a very high percentage of the flow rate a system must be designed for. It can be clean or oily depending on the area to be draineSection 534 gives information on calculation of runoff flow rates.

Firewater is a significant drainage design consideration for facilities that procesor store highly flammable materials since firewater flow rates are quite large. Section 534 gives some rules-of-thumb for firewater flow rates.

Process liquids are by-products of processing, transporting or storing hydrocarbor other chemicals. They enter the drainage system as drips from pumps, dripswashed off terminal aprons, pig launcher drainage, tank water draws, valve leaship ballast, equipment wash water, distillation column water draws, cooling towand boiler blowdown, and liquid from a host of other sources. Confirm with the process designers that they have minimized the volume of these liquids. Sourcecontrol, minimizing flow rates, and recycling techniques help cut treatment, disposal, and drainage system costs. These liquids are:

• Acids

• Caustics

• “Foul” water containing malodorous or toxic gases such as hydrogen sulfideammonia, mercaptans

• Hydrocarbons



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• Water contaminated with hydrocarbon liquid or gas

520 Surface DrainageThis section reviews general drainage philosophy and provides specific recommdations for layout and design of surface drainage for a variety of facilities.

521 General Design Considerations

Lay Out Your Facilities With Drainage Concepts In Mind. The Important Drainage Concepts given in Section 511 must be considered by the people whoout the facility.

Take Advantage of Local Topography. Your drainage system should take advan-tage of the local topography to keep site preparation and excavation costs downundeveloped areas, get local topographic maps from the USGS or hire a contrato do some surveying for you. In developed areas, check with public works agecies or local Company engineers.

Use Recommended Slopes in Walking or Working Areas.

• Paved areas should have slopes that range from 3/16 to 1/4 inch/foot (1.5-2• Unpaved areas should slope about 1/8 inch/foot (1%)• Absolute minimum and maximum slopes are 1/8 and 1/2 inch/foot (1-4%)

If the slope is less than 1%, deviations during construction or settlement will caponding. Steeply sloped, unpaved surfaces may erode quickly. Large differenceslope—and slopes more than 4%—throughout an area make walking or rolling equipment difficult, so you should maintain uniformity throughout high traffic are

522 Tankfield DrainageSurface drainage of tankfields must get surface fluids away from tanks, equipmand pipes; and then contain the fluids. This section focuses on drainage of tankfields at the ends of pipelines, at bulk loading and unloading facilities, etc. Somthe concepts also apply to drainage around vessels or tanks in process areas.

See also References [1], [6], [8], and [9]. References [6] and [9] are especially important.

Drainage Near Tanks

Use Recommended Slope. Keep surface fluids away from tanks, control houses, pipeways, etc. by using a slope of not less than 1% for at least 50 feet away frothe facilities. This is usually a legal requirement for slopes around tanks (see Rence [6].)



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Contain Normal Drips. Normal drips from mixers and valves create a slipping hazard and potential soil, groundwater, or surface water contamination. These dshould be contained near the tanks, but once contained, they present a fire hazUse low curbs (about 2 inches high) to contain the drips; the curbed areas muscleaned frequently or drained to an underground system.

Locate Large Containment Areas Properly. Do not locate tank water draw basinsor other large-capacity containment areas under mixers, valves, or manways. Rences [1], [6], and [9] give basin size and minimum spacing requirements. Refeences [1] and [8] give special considerations for LPG tankage areas.

Guide Potential Spills. Consider using slopes, berms, or low walls between tankto help guide spills directly to drainage channels and prevent the spill from covering a larger area (see Reference [6].) You might need ramps or stairs for pedestrian access.

Locate Your Primary Drainage Path Logically. The path should begin on the opposite side of the tank from where pipelines enter it.

Size Your Drainage Channels. Size them in tank-field areas to handle the largestof these flows:

• Stormwater (See Section 534.)

• Firewater (See Reference [1].)

• The largest stream of liquid that could be discharged from one tank throughbroken pipe under maximum normal pump pressure or gravity.

Drainage to Handle Large SpillsDrain any spills to a remote basin that can contain the contents of the largest tathe field. If topography or other considerations make that unfeasible, you shouldprovide (in order of decreasing preference):

1. A remote basin to contain as much of a spill as possible, and dikes or wallscontain the remainder in the tankfield, or

2. Dikes or walls around the tankfield.

See Figure 500-1 for an example of tankfield drainage.

Special Precautions for Fixed Roof Crude Oil Storage TanksIn case of fire, fixed roof crude oil storage tanks will boil over after burning for awhile; the flow rate and volume of expelled oil and froth will probably exceed yodrainage system’s capacity. Boilovers are very rare, but if one might cause signcant damage or loss of life you should carefully consider adding protection or ational drainage capacity.

Drainage to Remote Impounding Basins

Guide the Drainage. Use surface drainage or drain pipes to guide accidental spirunoff, and firewater to remote impounding basins. Paved or unlined ditches ca



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carry most surface fluids to impound areas or sumps. Guide oil to keep it out ofunlined ditches. Use shallow ditches and relatively flat slopes for economy, easaccess and maintenance, and erosion control. Route drainage away from pipewor manifolds.

Where drainage channels go through pipes or culverts, make provisions to re-doverflow in case the pipe gets plugged. You can do this by providing a low sectiin an encircling roadway or diversion dike. If the low section is directly over the culvert, make sure that there is enough cover to protect the culvert from wheel loads on the road. See Section 360 for more information on wheel loads.

Minimize the Surface Area of Draining Liquids. The amount of evaporation and flame area is proportional to surface area. You can reduce the surface area of sspills by putting weirs along the drainage path.

Provide a Way to Drain Impounding Basins. Provide a manually operated gate valve (normally closed) operable from outside the impoundment area and accessible during a fire. When the valve is open it should never be left unattended; a to that effect should be near the valve handle. At the very least, you should prova single low point within the basin to allow easier removal of accumulated liquid

Drainage in Diked AreasIf remote impounding cannot be used, use dikes to prevent liquid from spreadinDikes might be required by code in some areas.

Fig. 500-1 Example of Tankfield Drainage



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If possible, lay out diked areas so that spills will flow to a low point within the dikes, yet remote from tankage. This will protect the tanks and allow easier removal. Route drainage out from under lines and manifolds.

References [6] and [9] give information about dike capacity, surface drainage, asubdivision requirements. Walls made from cast-in-place concrete or masonry aalternatives to earthen dikes.

523 Process Area DrainageSurface drainage in process areas must route surface liquids away from equipmand into underground drainage systems.

Here are some suggestions that will help you implement the Important DrainagConcepts of Section 511 in process areas.

• Federal regulations (Reference [9]) require that spills be contained on the owner’s property. Eliminate the chance of liquid spreading to the property of others, even if the underground system is overloaded or partially plugged with debris. This is especially important if the facility handles or stores hazardous or toxic chemicals, or if the facility is near a river, lake, etc.

• Where practical, divide the area to be drained into approximately 50 foot tofoot square areas to prevent the spread of spilled flammable liquid.

• Locate catch basins or drains for each area as far as possible from equipmand overhead pipeways. A minimum distance of 10 feet is desirable. Providshort drainage path by locating the basins and drains near the center of thedrainage areas.

• Around pumps and other areas where leaks are anticipated, use at least 1/inch/foot (2%) slope.

• Place a high point ridge between a very important pump and its spare to mmize the chance of a fire at one spreading to the other. Separate the pumpthat there is enough room for the high point.

• Provide a high point ridge between pumps handling flammable liquids and adjacent equipment so that a spill from the pumps will not flow toward the equipment.

• When practical, route high points through buildings, large equipment, and along centerlines of roads and pipeways.

• Under manifolds, use an impermeable surface treatment such as gunite or concrete (see Section 700) to eliminate soil and groundwater contamination

• Containment is normally accomplished by setting the grade of a road, acceway, or berm around a facility above the high point of grade within the facili



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New InstallationsFor open surface drainage areas, concrete slabs are normally used to receive acontain drain liquids for routing into underground drainage systems. These slabwill absorb moisture and may be subject to attack by corrosive chemicals in thedrainage liquids. Concrete slabs that are likely to be exposed to such chemicalsmust be surface-coated for protection. For effective protection:

• The concrete must be properly specified and constructed to receive the coasystem.

• The coating must be properly selected for the intended usage.

At present, Materials and Equipment Engineering recommends fiberglass-rein-forced epoxies for most usages. For detailed recommendations, contact CRTCMaterials and Equipment Engineering.

Expansion joints, control joints (a saw cut or scribed line intentionally placed in concrete), or other working (moving) or potentially movable joints in a concrete slab must receive special treatment before and during application of any surfaccoating system. The methods presently recommended by Materials and EquipEngineering are described in Section 578.

Diversion of the drainage liquid flow into the underground drain system requirescatch basins, drain funnels, etc. These appurtenances are usually made of the material as the underground drain (for example, HDPE). If they are made of concrete like the slab, they should be surface-protected as noted above.

The National Association of Corrosion Engineers (NACE) has studied the subjeof coatings for concrete surfaces and is preparing recommended practices for tpurpose. A draft of Paper No. T-6H-39, “Proposed NACE Standard RecommenPractice Coatings for Concrete Surfaces in Non-Immersion and Atmospheric Services” is available from:

NACE Publications Order DepartmentP.O. Box 218340Houston, TX 77208Telephone: (713) 492-0535

Repair of Existing SlabsExisting concrete slabs may be exposed to corrosive drainage liquids. To prevehalt surface deterioration (including cracks), it may be desirable to protect the surface by application of coatings as described in New Installations above and Section 578.

• Foreign material on the surface (chemicals, oils, etc.) must be properly removed before application.

• Any cracks must be suitably sealed as indicated in Section 578.



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524 Drainage of Other Areas

Truck Loading TerminalsUse the guidelines below for planning a drainage system for loading terminals where flammable liquids are transferred.

• Assure that there will be no pits, depressions, catch basins, or drains belowtrucks.

• Slope the loading area away from the rack.

• Design any gutter that will parallel a loading rack to be on the far side of thetruck away from the rack.

• Place gutters midway between multiple racks.

• If there are important structures nearby, slope the area around the terminalhave barriers that will prevent a spill from causing damage.

BuildingsUse the guidelines below for planning a drainage system around buildings that in or near facilities that handle flammable or toxic materials.

• Consider eliminating floor drains in buildings if they are connected to a process drainage system and if the floor drain will be infrequently used. Thseals in these drains might go dry and permit the entry of flammable or toxivapors into an area of ignition or restricted ventilation.

• Uncontaminated surface drainage should enter storm sewers rather than process sewers.

• Use slopes that route spills away from buildings. This also reduces problemfor buildings with basements.

• Roads to buildings should be higher than surrounding ground so that a spildoes not block access.

• Process or oily water drains should not be located near living quarters. Theintent is to prevent the escape of process vapors to unclassified areas and reduce overloading of oily water sumps and treatment facilities.

525 Ditches and CulvertsAs areas are developed and roads constructed, there is generally a requiremendesign and install ditches and culverts. For stormwater runoff calculations, referSection 534.

Hydraulic calculations for ditches can be made using a variation of the Manningequation given in Section 534.



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S = channel slope (ft/ft)

n = roughness coefficient (dimensionless)

For the purpose of Equation 500-1, use the following roughness coefficients:

For design of shallow drainage ditches, the following guidelines provide information on grades:

Culvert DesignThe hydraulic design of culverts is somewhat more complicated than normal drainage lines because entrance and exit conditions can have a significant effethe flow capacity. There are many references on this subject and most civil engneering handbooks have good explanations and easy-to-follow design exampleThe materials generally used for culverts are galvanized or aluminized corrugatsteel pipe or arches, reinforced concrete pipe, or reinforced concrete rigid framboxes. Manufacturer’s catalogs usually provide useful information on cover requments for culvert pipe. For corrugated steel pipe, a minimum of 12 inches of cois sufficient for a HS-20 truck loading.

For culverts with a free discharge outlet (not flooded), the following culvert slopwill provide a flow velocity of approximately 4 fps. This velocity is considered

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Maximum slope for silty soils to prevent erosion 1%

Maximum slope for most other soils to prevent erosion 2%



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sufficient to carry sediment with the culvert flow. Slopes are based on corrugatesteel pipe with a Manning value for n = 0.021.

530 Underground DrainageThe underground drainage section describes components of underground drainsystems and gives some guidelines and suggestions for planning, layout, and d

This section also covers a few aspects of hydraulics and strength of materials. many textbooks and handbooks cover these subjects extensively, it gives only concise information that should help you get started. Unless you have a backgrin civil and hydraulic engineering, you might need help from a civil engineer to complete a specification or a strength or hydraulic problem.

See also References [2], [3], [4], [5], [7], and [10]. Reference [5] is particularly useful.

531 Layout and Design Considerations

Guidelines for Any Underground Drainage SystemHere are some suggestions, reminders, and alternatives that will help you desigdrainage system. They are based on Company experience.

• Check and recheck for interferences. If there are non-civil underground items (underground conduit banks, for example) near your system, you must make sure there is interdisciplinary communication and checking. Interferencan include existing objects and items being designed or constructed at thesame time as your drainage system.

• Avoid locating lines in areas that will make access for repair or maintenancdifficult (such as in areas with heavy traffic, under concrete slabs, or under conduit banks).

• Avoid locating lines under or adjacent to foundations, since a break in the limight wash out the foundation.

• When selecting components, it is usually better to “oversize” than “undersizsince changes tend to increase rather than decrease requirements.

• Consider providing pipe stubs in manholes or branches in pipe if expansionanticipated.

• Minimize changes in direction and length of tie-ins to drain hubs and catch basins.

Culvert Size Slope (Ft/Foot)

14" 0.015

18" 0.009

24" 0.007



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• Consider grouping parallel lines close enough so only one trench needs to excavated.

• Keep excavation and backfill costs down by using shallow slopes for all lineand making up differences in elevation between connecting lines with manholes (“drop manholes”) or fittings.

• Compare the cost of field cutting RCP pipe “to length” vs. the fabrication coand design manhours for nonstandard lengths.

• Avoid mitered field cuts in RCP pipe: they can be very expensive.

• Remember that nominal RCP pipe sizes are internal diameters.

• Check that your system always flows down-slope and that there are no pocor low points.

• Minimize the number of oily water drains by using them only for sources thaflow during regular operations. Don’t install drains just for shutdown maintenance work unless alternatives are impractical.

• Provide oily water drains in front of each process pump (except those handvery heavy oils) and at all other locations where equipment or piping normaare drained. In a segregated system, these drains are raised above the pavlevel or finished grade to insure that surface liquids such as storm runoff anfirewater don’t enter the system.

• Make sure that the fittings you specify exist.

• Use scale drawings and actual dimensions of equipment and fittings in congested areas.

• To help maintenance crews:

– In congested areas, consider using an identification scheme for drainacomponents.

– In uncongested areas, consider using surface markers for undergroundlines to prevent accidental damage from excavation.

• Provide cleanouts for maintenance at the beginnings of long, straight runs.

Guidelines for Sealed SystemsThe following guidelines assume you will need sealed components throughout system. You might not need them if the liquid in the system is not volatile or flam-mable at atmospheric pressure and temperature, and if gas-releasing reactionsnot occur in the system. (Be sure to consider future uses of the system.) See Rence [21] for Federal regulations on this topic.

• All oily water drains and area catch basins should be individually sealed.

• Manholes should be vented to prevent accumulation of explosive vapors. Fimportant information on manhole vents, see Section 537.



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• In oily water systems, branches and laterals should enter main lines and besealed in manholes.

• In clean water or storm water systems, branches and laterals:

– May intersect without seals unless drain hubs are used in lieu of sealedcatch basins (such as in areas where catch basins are susceptible to frdamage.)

– May enter main lines without gas seals if sealed catch basins are used

• If sealed catch basins or manholes are used at upstream junctions, main linmay intersect without seals.

• Main lines leaving a facility or operating unit should be sealed at the first connection with another line or manhole.

• Catch basin seals dry out (lose their seals) easily if liquid is not added reguthrough storms or maintenance. Manhole seals dry out less easily. In arid aor where catch basin seals are infrequently maintained, consider using manholes to seal all branch, lateral, and main line intersections with other mlines.

• Main lines entering and exiting separators should be liquid sealed.

532 Segregated Drainage SystemsA segregated drainage system keeps certain wastes and reactive chemicals sefrom others. Waste compatibility depends on the effect the combination might hon health, safety, treatment, drainage materials, and expected maintenance.

Since it is usually impractical to provide a separate drainage system for every tof waste, your designs should combine compatible waste streams whenever possible. Work with the process designers, operating representatives, and envimental division to set the segregation philosophy.

Examples of Segregated Systems• A clean storm system for areas away from tanks and process facilities and

subject to hydrocarbon or other chemical spills.

• A contaminated storm system to carry rain water, firewater, and washdown water. The water might contain other liquids from drips or spills.

• An oily water system to carry hydrocarbons (or water that will frequently contain hydrocarbons) from sources such as process drains, laboratory sintank water draws, pump base drains, and manifolds.

• A blowdown system for disposal of boiler or cooling water blowdown.

• A sanitary sewage system for disposal of sanitary wastes.

• Chemical systems to carry all chemical drips and drains plus washdown waprocess water, and storm water collected in curbed chemical areas.



General Notes on Segregated Systems

High Rainfall A reas. Segregated systems can reduce the load on treatment systems. For example, process waste treatment facilities operate more efficiently if large, relatively uncontaminated storm water flows are not combined with the process liquids.

For underground drainage removal of surface runoff:

• If annual rainfall and intensity are high, use segregated storm drainage systems.

• If annual rainfall and intensity are low, consider combining storm runoff with other waste liquids.

• If rainfall is infrequent but intense, combine storm and other waste liquids. A surge pond or other storage may be required to even out flows to treatment facilities.

Raw Sewage. Segregate raw sewage from all wastes except clean runoff due to its potential health hazard and its adverse effect on oil separation. Even septic tank effluent contains suspended solids capable of forming emulsions that reduce oil separating eff iciency.

Boiler Blowdown and Caustics. Segregate them from wastes containing carbon-ates, such as cooling tower blowdown, to prevent plugging the lines with precipitate.

Spent Caustics and Acid Wastes. Since they might release hydrogen sulfide, segre-gate them from other wastes. Neutralized and degassed products from these wastes can be added to the oily water system.

Chemical Liquids. Use curbs, high points in area paving, or troughs to keep chem-ical liquids (such as acids or caustics) separate from process liquids. Some facilities prefer to drain these areas to the stormwater drainage system through a valve (normally closed) to allow easy disposal of uncontaminated water. Portable pumps can be used to remove chemical spills in these areas.

Chemical wastes are typically collected in covered and purged sumps. The waste is periodically pumped to chemical tankage or disposal facilities. Drawing GF-S99943 shows example details for acid service. Consult materials engineers for advice on material selection for chemical drainage systems.

533 Soil and Component Support IssuesThis section describes the geotechnical information you and the installation contractor need to know to design and install a drainage system. It also discusses the component support issues that reflect soil conditions. If results of past investiga-tions are not available or if you are in an undeveloped area, you will need to hire a soils consultant to get this information.

Section 200 of this manual tells how to prepare a request for geotechnical work and tells what specific properties you should request. Include a copy of the geotechnical report in the installation contract bid package.



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Soil Type, Composition, Strength, Weight. These soil properties affect the designof your buried pipe and the amount of load transmitted from the surface to buriepipe. Information on soil properties will help you determine whether:

• The pipe can lie directly on the native soil at the trench bottom

• The trench “spoils” are suitable for backfill

• “Conditioned” (dried or mixed with other soil) trench spoils will be suitable fbackfill.

The installation contractor will also need information on soil properties to choostrenching equipment, design bracing for trench walls, etc.

Location of Rock Outcrops. Avoid routing lines through rock. Trenching in rock is expensive; if blasting is prohibited, it can be extremely expensive.

Water Table Location and Seasonal and Other Variations. Since moisture accel-erates electrochemical corrosion, you should pay special attention to the corrosprotection of metallic underground lines in or near the water table.

If the water table is close to or above the bottom of the underground lines, watewill enter the installation trenches. Since the trench cannot be prepared properlwhen the bottom is covered with water, the water must be removed. The installcontractors will have to plan for the removal and you will have to plan for the disposal of the water.

Types and Extent of Contaminants in Soil and Groundwater. The installation contractor needs this information so he can protect his workers. You need it to pfor disposal of water and soil from trenches. Check this especially at existing faties.

Allowable Slope for Excavation/Shoring Requirements. You and the installation contractor need this information since it affects the methods used for trenching.example, if a shallow slope is required due to unstable soil conditions, the contractor might want to use sheet piles to brace the trench walls instead of excvating a large volume of soil. See Reference [24] for Company excavation shorand bracing requirements.

Anticipated Overall and Differential Settlement. In areas where there might be significant settlement due to fill, structures, or drawdown of the water table (fromgroundwater cleanup wells, for example) you should anticipate changes in surfadrainage patterns and flow in non-pile-supported piping.

Pile Capacity. This information will help you select the proper pile size and lengfor your pile-supported components.

Frost Line. In cold climates, bury lines and components that will contain standinliquid at or below the frost line to prevent damage.



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Component Support

Pile Support. How you support your drainage system will depend mostly on the soil conditions in your area. Generally, if the structures and surfaces you are draining are piled, and large area soil settlement is expected, then your systemshould also probably be pile-supported or supported by connections to pile-supported structures (see Detail 20 on CIV-EF-611).

You can connect soil-supported pipe to drains in pile-supported concrete foundaor slabs with slip joints, but soil settlement may radically change the slopes of ypipes, break components, or cause leaks. If liquid rises higher than the slip joinjoint will probably leak. Details 17 and 18 on CIV-EF-611 show an example of aslip joint.

Bedded Support. If the soil is relatively stable and well consolidated, you will probably use some sort of bedded support, laying the pieces of your system in trenches on top of compacted backfill or on the “native” soil. See Reference [5]information on bedding design.

Flexible Connection. If differential settlement between drainage components is predicted, you will need to design a compatible support system or flexible conntion so that:

• The components and pipe do not break or leak.• Adequate slopes and flow are maintained.

Careful selection of joint materials or joint locations help to reduce settlement stresses. Exaggerated slopes may be necessary to prevent future slope revers

Intermittently Supported PipePipe supported intermittently (such as from hangers beneath pile-supported slaon piles) must support its own weight and the weight of its contents as well as tother loads described in Section 536.

If significant soil settlement is predicted and your underground system is pile-supported, your system must resist the stresses induced by the settling soil (dodrag).

Calculate bending and shear stresses in the pipe from standard equations for b(see Reference [7] or other civil engineering handbooks).

Check circumferential stresses at the pipe supports since the supports will tendcrush the pipe into an oval shape. You can get approximate results by using theformulas for circular rings in Reference [19] and by assuming some length of pi(about one diameter plus the support length) is effective in resisting the loads.

See Reference [10] for additional information about pile-supported and suspenpipe.



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534 Hydraulic Analysis and DesignThis section covers some of the basics of hydraulic design:

• Recommended maximum and minimum velocities• Flow rate selection• Nomographs and charts for flow calculations

See References [2], [3], [4], [5], [7], and [25] for more information. References [and [7] might be particularly helpful.

For complex drainage systems, hire a consultant to do hydraulic analysis and d

General Hydraulic Design ConsiderationsWhen selecting components, it is usually better to “oversize” than “undersize,” since future changes tend to increase requirements.

When determining design flow rates, combine flow from different sources only ithere is a reasonable chance that they will occur at the same time. For examplestorm water system, design for the larger of rainfall and firewater. In an oily water system, design for the largest of the following:

• Normal oily water flow plus storm (if combined system)• Vessel wash plus flow from not-shut-down processes• Normal oily water flow plus tank draw

Choosing Depth of Flow. Choose the pipe size so the pipe flows full at 100 to 200% of the design flow rate:

• If you are confident that the design flow rate is accurate and that it will not increase in the future, tend toward 100%.

• To allow for future flow rate increases, use a number closer to 200%.

Sanitary sewers should flow one-half full to three-quarters full to allow for ventiltion and to avoid sulfide generation. See Reference [5] for more guidance on deof flow selection.

Recommended Minimum Line Size. Small lines will get plugged easily and might be hard to clean. We recommend these minimum sizes:

• Branch and main lines: 6 inches• Laterals: 4 inches

Recommended Velocities

Minimum Velocity. Select pipe diameters and slopes to achieve no less than minimum fluid velocities. This will keep suspended solids from dropping out andclogging your system. Try to reach these minimum velocities at average (not maximum) flow rates.

• Little or no suspended solids expected: 1.0 fps.



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Maximum Velocity. To avoid scouring pipes, we recommend a maximum velocitof 8 to 10 fps.

Velocity for Cement Sanitary Sewers. Slime on sewer walls produces sulfuric acid which causes spalling of cement products. If the sewage velocity is high enough, the slime will be swept away and the problem will be eliminated. Sulfatresistant cements are available. For more information on this topic, see Referen[5].

Choosing Your Flow Rate

Process Liquid. Work with the process or operations engineers to develop proceflow rates.

Firewater. You should work with your local safety or fire protection engineer to develop the details, but in general:

• Laterals and branches should be designed to carry 0.2 gpm per ft2 of contrib-uting surface area. This is the firewater flow rate required to absorb the heacombustion of a hydrocarbon spill fire.

• Mains should be designed to carry 3000 to 5000 gpm of firewater. This flowrate depends on the size of your facility, its layout, the materials handled, thextent of possible fires, the capacity of the water supply, and the number ofpeople available to fight a fire.

• For facilities with fixed high capacity monitors or fixed water spray systems,design flow rates will be higher.

Storm Water Runoff. The Rational Formula is a commonly used method for estmating stormwater runoff. It gives an estimate of maximum flow rates throughouyour drainage system based on certain characteristics of the system and expecrainfall. It’s most accurate for paved and other impervious areas less than 200 t300 acres. The Rational Formula is based on the idea that runoff from rain thatuniform over time and area will peak at the instant when all parts of the area contribute to the flow at the design point. The peak runoff rate is assumed to ocwhen the rain duration equals or exceeds the time of concentration.

If your drainage area is large or pervious or if temporary flooding might cause significant damage, get help from an experienced hydrologist.

• General case (except sanitary sewers): 2.0 fps.

• Sanitary sewers (need to also check local codes): 2.5 fps.

• Moderate amounts of sand or other particles of high specific gravity carried (e.g., run-off from unpaved areas): 3.0 fps.

• If heavy loads of sediment or “sticky” particles will be carried (e.g., blowdown from a clarifier):

4 to 5 fps.



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s

ctly.

Rational FormulaThe Rational Formula estimates peak runoff flow rate at any location in the syst

Q = CIA

(Eq. 500-3)

where:Q = peak runoff flow rate at some point within your system (cfs)

C = runoff coefficient (dimensionless)

I = average rainfall intensity (inch/hour) lasting for time “t” (time ofconcentration)

A = tributary drainage area (acres)

The units on the left side of the equation (cfs) are not the same as the units on right side (acre inch/hour) but no correction is needed since one cfs equals oneinch/hour within 1 percent. (1 acre = 43,560 square feet)

Runoff Coefficient (C). Select the runoff coefficient based on the types of usagesurfaces in the drainage area (see Figure 500-2). If the surfaces within the draiarea aren’t similar, use an area-weighted coefficient.

Time of Concentration (t). To find the stormwater flow rate at a specific point in your system, you must calculate the “time of concentration” at that point. The tiof concentration is the longest time required for runoff to reach that point from anywhere in the drainage area. It is the largest sum of overland flow time and conduit flow time.

Calculating Conduit Flow Time. Find conduit flow time by using velocities from Figure 500-3 which is a nomograph for fluid flow calculations. The nomograph ibased on Manning’s equation for water flow in pipes and the equation Q = V × A where:

Q = flow rate (cfs)

V = velocity (fps)

A = pipe flow area = (π/4) × (D/12)2 (ft.2)

If your situation is off the end of the nomograph scale, use these equations dire

Manning’s equation:

V = (1.49/n) * (D/48)0.666 * S0.5

(Eq. 500-4)

where:V = velocity (fps)

n = roughness coefficient (dimensionless)



ela-e at w and-

n-. u-

D = inside diameter (in.)

S = pipe slope (ft./ft.)

Manning’s equation is applicable only if the pipe slope is less than 0.10 and is rtively constant throughout the pipe length. In addition, the water surface must batmospheric pressure; that is, no “head” or pressure is allowed (in practice, a fefeet of head won’t matter.) See References [2], [5], a general civil engineering hbook, or texts on fluid mechanics for information on more complex situations.

Calculating Overland Flow Time. Overland flow time varies with surface slope, type of surface material, length of flow, and rainfall intensity. The two empirical formulas below give overland flow time for impervious areas with undefined chanels. Use one formula or the other, according to the length of your overland flowReference [20] gives additional formulas for a number of slope and gutter configrations.

If your drainage or rainfall characteristics are outside the range of applicability calculated for each formula, consult a hydrologist.

Fig. 500-2 Runoff CoefficientsBy Usage By Surface Type

Industrial Streets

Light 0.50-0.80 Asphaltic 0.70-0.95

Heavy 0.60-0.90 Concrete 0.80-0.95

Railroad yards 0.20-0.35 Brick 0.70-0.85

Roofs 0.75-0.95

Business Lawns (sandy soil)

Downtown 0.70-0.95 Flat(<2%) 0.05-0.10

Neighborhood 0.50-0.70 Average (2-7%) 0.10-0.15

Steep (>7%) 0.15-0.20

Residential Lawns (heavy soil)

Single-family 0.30-0.50 Flat (<2%) 0.13-0.17

Multi-unit, detached 0.40-0.60 Average (2-7%) 0.18-0.22

Multi-unit, attached 0.60-0.75 Steep (>7%) 0.25-0.35

Suburban 0.25-0.40

Apartment 0.50-0.70



st es ifi-

Overland Flow Time Formula #1 (Izzard’s formula). (For length of overland flow less than 100 feet.)

to = [41 * ((0.0007*I)+k) * (L/S)1/3] /(C I)2/3

(Eq. 500-5)

where:to = overland flow time (minutes)

I = average rainfall intensity (in/hr)

k = surface coefficient (given in Figure 500-4)

L = length of overland flow (ft)

S = slope of surface (ft/ft)

C = runoff coefficient (given in Figure 500-2)

Range of applicability: I*L < 500 and S < 0.04.

Since the formula gives the overland flow time as a function of intensity, you muiteratively find the combination of intensity and time of concentration that satisfithis formula and the intensity/duration/ frequency relationship. Iteration to 2 signcant digits is sufficient. (From References [2] and [3].)

Fig. 500-3 Nomograph for Pipe, Slope, and Flow Calculation



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Overland Flow Time Formula #2 (For length of overland flow greater than 100 feet.) The terms used in the formula are defined above.

to = [1.8*(1.1-C)*L1/2] / (S*100)1/3

(Eq. 500-6)

Range of applicability: L > 100' and S < 0.025.

See References [16] and [25] for additional explanation.

Average Rainfall Intensity (I). Select average rainfall intensities from a graph or table of intensity/duration/frequency for your geographical region. The tables described in Section 572 (Figure 500-32) cover some Company operating areaThe U.S. Weather Bureau or local Department of Public Works should have infomation for other areas.

Company practice is to design for 10-year rainfall frequency (the greatest rainfaexpected to occur, on the average, once in 10 years). Only use a 25-year returnperiod for very sensitive areas or if required by an outside agency. A selection ohigher return period should only be done in conjunction with a study that looks the total annual cost.

Find average rainfall intensities by using durations equal to calculated times of concentration. But only use the single longest time of concentration for several areas that may be combined when selecting I. If a calculated time of concentrais less than the smallest duration given, use the intensity corresponding to the smallest duration.

Notes on the Rational FormulaThe paragraphs below point out some problems with the Rational Formula. Refence [4] gives a thorough examination of these problems and others. The RatioFormula is used regardless of these problems because it is relatively simple to and it usually gives satisfactory results.

• The peak runoff rate actually depends on whether there has been a storm recently, the uniformity of rainfall over time and area, storage in the systemand a host of other factors that cannot be accounted for except by arbitraryation of the coefficient “C”.

• The selection of overland flow time for pervious surfaces is quite arbitrary.

Fig. 500-4 Surface Coefficients

Surface Surface Coefficient “k”

Smooth asphalt 0.007

Concrete pavement 0.012

Tar and gravel pavement 0.017

Grass 0.060



f is

0-3.

h

n

• The implicit assumption that frequency of rainfall equals frequency of runofprobably only valid for small, completely impervious areas.

Roughness CoefficientsUse the roughness coefficients in Figure 500-5 with the nomograph in Figure 50

If your material isn’t listed here, check with the supplier or manufacturer; they usually publish roughness coefficients. The roughness coefficient increases wittime; be sure to get their estimate of the coefficient for “used” pipe.

Partial-depth Flow Table for Pipe SelectionUse Figure 500-6 to find the depth of flow, velocity, flow rate or flow area in a partly full pipe. Enter with any of these ratios—y/D, Q/Qf, V/Vf, or A/Af—to find the other ratios.

This table is especially useful for finding the velocity in a pipe flowing at less thathe flow-full flow rate and for designing a pipe to flow at a certain depth.

y = Depth of fluid in partially full pipe

D = Inside diameter of pipe

A = Area of fluid (partly full pipe)

Af = Area of fluid (completely full pipe)

Q = Flow rate (partly...)

Qf = Flow rate (completely...)

V = Velocity (partly...)

Vf = Velocity (completely...)

Fig. 500-5 Roughness Coefficients

Material Roughness Coefficient

Asbestos-cement 0.013

Cast iron

New 0.014

Tuberculated 0.025

Cement-lined 0.013

Concrete 0.013

Plastics 0.012

Steel 0.013

Vitrified Clay 0.013



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535 Drainage System Design ExamplesThe following examples demonstrate the use of the figures and equations of thisection. See Reference [5] for a more complete example of drainage system deExample 1 is based entirely on storm water runoff. As discussed in Section 534water runoff controls the design in many cases and should always be considere

Example 1Problem Statement: (See Figures 500-7, 500-8, and 500-9): Area 1, the manhoand Pipes 1 and 2 already exist. Area 2 and Pipe 3 are to be added. The locatioOrange, Texas. The rainfall return period is 10 years. What diameter should Pipbe? Is Pipe 2 large enough?

Fig. 500-6 Partial-depth Flow for Pipe Selection

y/D A/Af Q/Qf V/Vf

0 0 0 0

0.05 0.019 0.005 0.25

0.10 0.052 0.021 0.40

0.15 0.094 0.049 0.52

0.20 0.143 0.088 0.62

0.25 0.196 0.137 0.70

0.30 0.252 0.195 0.77

0.35 0.312 0.262 0.84

0.40 0.374 0.336 0.92

0.45 0.437 0.416 0.95

0.50 0.500 0.500 1.00

0.60 0.627 0.671 1.07

0.70 0.748 0.837 1.12

0.80 0.858 0.977 1.14

0.90 0.950 1.062 1.12

0.95 0.982 1.073 1.09

1.00 1.000 1.000 1.00



Data: See Figures 500-8 and 500-9 for data on surface areas and drainpipes.

Fig. 500-7 Drainage System Design

Fig. 500-8 Properties of Areas 1 and 2

Area No. Area (acre) Slope (ft/ft)Average Length (ft) Surface Coeff.

1 1 0.01 120 C=0.2

2 0.5 0.01 90 k=0.009

C=0.8

Location: Orange, TexasRainfall Return Period: 10 yrs.

Fig. 500-9 Properties of the Pipes

Pipe No.Inside Diam.

(in.) Slope (ft/ft)Roughness

Coeff. Length (ft.)

1 12 0.005 0.013 200

2 12 0.005 0.013 400

3 ? 0.010 0.012 60



Peak Flow at Upstream End of Pipe 1:

to = [1.8*(1.1 – C)*L1/2] / (S*100)1/3

(Eq. 500-6)

= [1.8(1.1 – 0.2)(120)1/2] / (0.01 ×100)1/3

= 18 min.

Interpolating the rainfall chart for Orange, Texas,

I = 5.65 + (6.29 – 5.65)(2/5) = 5.9 in./hr

Q = CIA = 0.2(5.9)(1) = 1.2 cfs

Using Figure 500-3, check size of Pipe 1 for 12 inch ID, 0.005 slope, and 0.013roughness:

From Fig. 500-6, depth of flow/diameter = 0.48

Peak Flow at Upstream End of Pipe 3:

to = [41×((0.0007×I)+k)×(L/S)1/3] /(C I)2/3

(Eq. 500-5)

Assume a time of concentration = 5 minFrom rainfall chart, I = 8.4 in./hr

Sizing Pipe:Try 8 inch ID, from Fig. 500-3, Qf = 1.3 (No Good)

Try 12 inch ID, from Fig. 500-3, Qf = 3.9 (OK)

Q/Qf = 0.87

From Fig. 500-6, depth of flow/diameter = 0.73

Peak Flow at Upstream End of Pipe 2:Use maximum time of concentration. In this case, it would be the to of Area 1 plus the to of Pipe 1.

to (Pipe 1) = length/velocity

From Figure 500-3, Vf = 3.2 fps

Qf = 2.6 cfs Therefore, Pipe 1 size is OK.

Q/Qf = 0.46

to = 41((0.0007×8.4)+0.009)(90/0.01)1/3]/(0.8 × 8.4)2/3

= 3.6 min Assuming 5 min is OK

Q = CIA = 0.8(8.4)(0.5) = 3.4 cfs



dle

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.

From Figure 500-6, V/Vf = 0.97, V = 3.1 fps

to = 200/3.1 = 64.5 sec, say 1 min

to Total = 18 + 1 = 19 min

From rainfall chart (see end of section),I = 5.8 in./hr

From Figure 500-3, Qf = 2.6 cfs (No Good)

SummaryPipe 3 should have a 12 inch ID. Pipe 2 does not have sufficient capacity to hanthe entire flow.

Example 2Problem statement: For a flow rate of 4.0 cfs, find combinations of pipe diameteand slope that give a depth of flow equal to three quarters of the diameter. Findfluid velocity for each combination. Pipe material is asbestos-cement. Results agiven in Figure 500-10.

Solution: From Figure 500-5, the roughness coefficient for asbestos-cement pip0.013.

From Figure 500-6, if y/D = 0.75, then Q/Qf = 0.91 and V/Vc = 1.13.

So, to use the nomograph (Figure 500-3) for pipes flowing full, we need Qf = Q/0.91 = 4.0/0.91 = 4.4 cfs.

V = 1.13 Vf using Vf from Fig. 500-3.

Enter the nomograph with flow rate = 4.4 cfs and roughness coefficient = 0.013One result (D = 18 inches and Slope =0.0018) is plotted on the nomograph.

Q = CIA

= 5.8(0.2 × 1 + 0.8 × 0.5) = 3.5 cfs

Fig. 500-10 Fluid Velocity vs. Pipe Diameter, Slope

InsideDiameter

D (in.)Slope(ft/ft)

VelocityFull Vf(fps)

Velocity V (y/D=0.75)

(fps)

12 0.015 5.6 6.3

14 0.0067 4.1 4.6

16 0.0033 3.2 3.6

18 0.0018 2.5 2.8



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536 Strength Analysis and DesignThis section reviews possible loads on pipe and the strength and cover a pipe nto bear those loads.

See Section 580 for a few of the textbooks and handbooks that discuss these toSee References [2], [5], [7], [10], [13], [14], and [17]. Reference [5] is particularuseful. Pipe manufacturers usually publish charts or graphs that allow easy seletion of their products given soil and truck loads.

LoadsDrainage pipes might have to support any combination of these loads:

• Soil loads• Superimposed loads• Thrust due to water dynamics• Temperature changes• Internal pressure

Additional considerations for design of intermittently supported pipe, such as pisupported pipe, are described in Section 533.

Soil Loads. Buried pipe must support the weight of the soil above it. The weightincreases with the depth of burial and depends on backfill properties, trench or tunnel characteristics, pipe flexibility, etc. Reference [5] will help you calculate tload.

If geotechnical engineers predict significant differential settlement in your area,your system must also resist the forced deformation without leaking or breakingShort pipe sections with flexible joints can accommodate differential settlementwithout breaking, but leaking or ponding might be a problem.

Superimposed Loads. Trucks, cranes, and trains are common superimposed loaon drainage pipes.

Only part of a load applied to the ground over a buried pipe is transferred to thepipe; the amount transferred decreases as the depth of burial increases. Pavingreduces the loads considerably. Ways to calculate loads on buried pipe from suloads are covered in References [2], [5], [7], [13], and [17].

Section 300 gives wheel loads for trucks and cranes.

Trucks are usually specified according to AASHTO designations; for example, “20” for a tractor truck with a semi-trailer. For design, the weight is increased by “impact” factor, since moving vehicles cause higher loads on pipe than stationaones.

Train loads are usually specified according to AREA designations: a typical rail designation is “Cooper E-80.” Train loads and impact factors are described in Rences [7] and [14].



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The design loadings will depend on the traffic anticipated at the site. Talk with thfacility operators or engineers to see what loads are normally used. Local regultions may dictate design loads.

Thrust Due to Water Dynamics. Fluids produce radial forces on pipe bends. Thechange in fluid velocity at size changes (reducers, for example) produces an axforce on the pipe. Supports (commonly called “thrust blocks”) help the pipe resithese forces and keep joints from separating. References [2], [7], and many civengineering handbooks describe how to calculate the forces.

Temperature Changes. A large difference between installation and operating temperatures can cause movement in an unrestrained line or high stresses in arestrained line.

See Reference [18] for help on calculating stresses in and movement of unburipipe due to temperature differences. Computer programs are available to do thcalculations.

The effect of temperature differences on buried pipe is more difficult to analyze since the restraint provided by the soil must be considered. If you use crude moof the soil restraint, you can use the computer program described in Referencesome geotechnical and structural consultants have programs with sophisticatedeasy-to-use soil models.

Internal Pressure. Most drainage lines are driven by gravity, not pumps, and havlittle or no internal pressure. Internal pressure causes circumferential stress in pDepending on the degree of longitudinal restraint, internal pressure can also catensile longitudinal stresses from 0 to 50% of the circumferential stress. If your lines are pressurized, you should check the circumferential and longitudinal streYou may need supports (“thrust blocks”) to keep joints from separating.

Required Cover or Strength of PipeSelecting a pipe or estimating how strong it needs to be is complicated. The strin the pipe depends on installation workmanship and other factors that are difficto determine or describe precisely: soil conditions, bedding and trench charactetics, pipe flexibility, paving flexibility, etc.

Fortunately, drainage pipe manufacturers usually publish charts or graphs that what strength is needed to support certain loads for various depths of cover, sotrench designs, etc. Soil and AASHTO wheel loads are the most common loadsincluded in these references.

Concrete pipe manufacturers have computer programs and charts that select reforcing details, concrete strength, and wall thickness. If you are purchasing or installing a line, call some vendors and find out exactly what they need to knowdesign your pipe.

See also References [2], [5], [10], [13], and [17].



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537 Component Design ConsiderationsThis section describes some drainage components and tells how they are commused. The standard drawings and forms are located in the Standard Drawings aForms section at the end of this manual.

Engineering Form 611Engineering Form 611 (CIV-EF-611) shows how you can put the components together to make some standard drainage system building blocks. It is intendedgive you some good starting arrangements; feel free to make changes or develother details to suit your needs.

CIV-EF-611 shows bell-and-spigot or plain end-and-hub connections, but similadetails can be easily envisioned for materials that require butt or other types of joints. Check the actual dimensions of the fittings to be sure the pieces will fit inspace available and will have adequate cover.

Note that the dimensions of cast iron bell-and-spigot fittings are different from thdimensions of cast iron butt fittings.

Catch Basins and DrainsCatch basins and drains both serve the same purpose: to let liquid wastes enteunderground drainage system quickly and safely.

Catch basins (Figure 500-11) contain a chamber where liquid is briefly retainedaid in settling solids. The chamber is easily accessible for removing the accumulated material. Catch basins are normally built with the inlet opening flush with oslightly below grade.

Fig. 500-11 Typical Catch Basin



Runoff from unpaved areas will contain suspended sediment that can clog small catch basins, so be sure to use adequately sized basins. Experience is the best guide for size selection.

A drain or drain “hub” is a simple inlet that has no retention capacity. If it protrudes above grade, it is called a “raised” drain hub. If it is below grade, it is called a “recessed” drain hub. Raised hubs can receive waste from vessels or pumps while preventing surface fluids from entering. Details 3 and 4 on CIV-EF-611 show recessed and raised drain hubs.

Sealed Drain Hubs and Catch BasinsCatch basins and drains can also provide a seal, (sometimes called a “gas seal” or “liquid seal”) that prevents flammable or toxic gases in the downstream piping from escaping to the atmosphere. Seals also keep heavier-than-air flammable or toxic vapors from flowing into the system, and they prevent fire from traversing the drainage system.

Since sealed drains will accumulate solids and are not easy to clean, do not use them if the liquid will contain solids that might settle out. Instead, use sealed catch basins with sufficient clearance between the bottom of seal and the bottom of basin (Dimension E on Drawing GC-S78325).

Detail 8 on CIV-EF-611 shows a sealed drain. Drawing GC-S78325 shows a cast iron, sealed catch basin. Fabricated steel, sealed catch basins are available (see Drawing GD-S-99992). Adapters are available to connect the steel catch basin to non-steel drain lines.

ManholesManholes provide access for inspection and cleaning (hydroblast or “roto-rooter” ) of drain lines, and they act as junction boxes for drains where fittings are not avail-able or are more expensive. Manholes are also a good place to tie in future drain lines.

If the standing water in sealed manholes is a groundwater pollution concern, then a double wall manhole with leak monitoring between the walls might be required.

If the water table is high, ensure that the manhole weight exceeds the buoyant force or anchor the manhole by extending its base beyond its walls.

If your manholes are in traffic areas, design them for wheel loads.

See CIV-EF-411 for typical manhole details.

Manhole CoversManholes in systems carrying volatile flammable or toxic liquid should have vapor-tight covers to prevent the release of gases near ignition sources and people. See Reference [21] for federal regulations governing emissions from manhole covers.

If samples will be taken from manholes frequently, consider using covers with sample windows. The sample window shown in Figure 500-12 is not vapor tight.



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cal

Manhole VentsYou should provide vents to relieve pressure and prevent oxygen depletion in manholes with vapor-tight covers.

• Vents should end a safe distance (usually a minimum of 25 feet horizontallyand downwind if possible) from furnaces or permanent sources of ignition.

• Vents should not terminate near walkways, platforms, or air intakes.

• Vents within a 10-foot radius of walkways and equipment should end 18 incabove the highest pipe or piece of equipment and 12 feet or more above wways.

• Vents in VOC or benzene service must be at least 3 feet in length and less 4 inches in diameter. In addition, vents in benzene service must be controllSee Reference [21] for federal regulations on this topic.

Ways to Change Direction, Slope, and SizeAt direction, slope, and size changes, you can use either manholes or fittings. Manholes can be cheaper than large diameter fittings. Find out if local cleaningcontractors’ equipment can negotiate fittings.

If the pipe joint system is flexible enough to allow misalignment without leaking,you can make small changes in slope and direction (a few degrees) by using purposely misaligned joints. Joint manufacturers usually publish limits of flexi-bility. In areas where groundwater protection is very important, you probably should not use this technique except as required for small field adjustments.

Access for Cleaning, Inspection, and RepairManholes provide better access than cleanouts for inspection and repair, but cleanouts are just as good for cleaning. Cleanouts are usually cheaper than manholes unless the cleanouts are built from large diameter fittings. Talk with lo

Fig. 500-12 Manhole Cover Sample Window



their

ck . A -

ot out id

cleaning contractors and Company maintenance and operations people to learnpreferences and to get advice on cleanout locations and manhole spacing.

Cleanouts in process sewers that carry waxy fluids, asphalts, or other heavy stoshould be spaced closer than cleanouts in lines with light stock or water serviceconstant trickle of hot water through lines carrying heavy stock can prevent plugging.

See Detail 2 on CIV-EF-611 for typical cleanout.

Main, Branch, and Lateral LinesLaterals collect fluids from catch basins and drains. Branch lines gather liquids from laterals and transfer the fluids to the main lines (or headers). In a small system, laterals might connect directly to the main line.

538 Septic Tanks and Leach FieldsSeptic tanks with leach fields are used for disposal of waste water in locations nserved by municipal sewer systems. Septic tanks allow the solid waste to settleof the effluent for later removal by vacuum truck. Leach fields dispose of the liquwaste by allowing it to percolate into soil. See Figure 500-13.

This section is based on Reference [29].

Fig. 500-13 Typical Septic System



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d be the

RegulationsLocal governments usually regulate the design and layout of septic systems. Foexample, the location of their components relative to water wells, streams, treesbuildings, etc. is usually regulated since the tank discharge is odorous and contpathogens.

Agencies also commonly regulate the volume and number of compartments of septic tanks, as well as tank and leach field materials and construction.

Be sure to find out which codes apply to your area.

Septic TanksA two-compartment, cast-in-place septic tank is shown in Figure 500-14. The walls, roof, and floor must be designed to resist soil loads. Prefabricated septictanks are available and are more economical to use. Total liquid capacity shoulat least 750 gallons. Use Figure 500-15 to find the total fixture units served andrequired minimum septic tank capacity.

Fig. 500-14 Typical Septic Tank



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to the

Leach FieldsLeach fields must provide sufficient soil area for the waste liquid to percolate inthe ground. The area needed is strongly dependent on the permeability of the spercolation test data are not available, use Figure 500-16 (from Reference [29]The soil area is the trench bottom area plus excess sidewall area (see Figure 500-17). Design the system so that additional area—at least equivalent original area—can be added if the original area can’t absorb all the wastewater.

Fig. 500-15 Minimum Septic Tank Capacity

Fixture Units

Fixture Fixture Units

Drinking fountain 1

Single stall shower 2

Single lavatory sink 1

Urinal 2

Toilet 6

Continuous flow of 1 gpm 2

Minimum Septic Tank Capacity

Total Fixture Units Served Minimum Required Total Capacity (gal)

15 750

20 1000

25 1200

33 1500

45 2000

55 2250

60 2500

Fig. 500-16 Soil Area Needed for Leach Fields

Leach Field Soil Area

Type of SoilRequired Area Per 100 gal.

of Tank Capacity (ft2)

Coarse sand or gravel 20

Fine sand 25

Sandy loam or sandy clay 40

Clay with considerable sand or gravel 90

Clay with small amount of sand or gravel 120



sider:

ade

539 Material ConsiderationsWhen selecting materials for your drainage system, see Figure 500-20 and con

• Material composition and characteristics:– Resistance to corrosion (internal and external)– Reaction to temperature extremes (hot or cold fluids)– Strength– Durability– Weight– Hydraulic properties

• Availability of material• Availability of labor with the necessary installation skills• Leakage from joints• Installed cost• Local code requirements (especially for sanitary sewers)

Types of Drainage MaterialsCatch basin materials include cast iron, steel, and concrete. Manholes can be mfrom cast-in-place or pre-cast concrete or “Spirolite.” Pipe materials include:

• Acrylonitrite-butadiene-styrene (ABS)

Fig. 500-17 Excess Sidewall Area



ces

• Asbestos-cement (AC) (seeing decreasing use due to asbestos content)• Carbon or stainless steel (CS or SS)• Cast iron/ductile iron (CI)• Chlorinated polyvinyl chloride (CPVC)• Concrete cylinder pipe (CCP)• Fiberglass reinforced plastic (FRP)• High-density polyethylene (HDPE)• Polybutylene (PB)• Polypropylene (PP)• Polyvinyl chloride (PVC)• Reinforced concrete pipe (RCP)• “Spirolite” (a Chevron HDPE product)• Vitrified clay (VC) (Not Recommended: it is very fragile and the joints leak)

For information on non-metallic piping and cement-lined steel pipe, see Referen[5] and [11]. For information on metallic piping, see References [5] and [12].

Most of the materials listed above are discussed in detail in the following para-graphs. Their relative leakage potentials are tabulated in Figures 500-18 and 500-19. Also refer to Figure 500-20 “Materials for Sewer and Drain Systems”.

(1) Lowest (1) to Highest (5)(2) This evaluation assumes an exterior coating on the steel. The use of steel pipe without an exterior

coating is not recommended under any circumstances because of corrosion caused by earth contact.(3) Proper selection and application of an interior coating may prevent corrosion from drain contents. Field

welding of joints destroys interior coatings. For effective corrosion resistance, some type of mechanical joints should be used for pipe with an interior coating.

Fig. 500-18 Relative Leakage Potential of Drain Pipe Materials

Drain Pipe Material

Relative Leakage Potential

1 to 5(1)

Asbestos Cement 5

Carbon Steel (interior bare) 1(2)

Carbon Steel (interior coated)(3) 1(2)

Cast Iron 2

Ductile Iron 2

Fiberglass Reinforced Plastic (FRP) 2

High Density Polyethylene (HDPE) 1

HDPE Spirolite (a Chevron product) 1

Polyvinyl Chloride (PVC) 2

Reinforced Concrete 2

Vitrified Clay Not recommended



(1) Lowest (1) to Highest (5)

Fig. 500-19 Relative Leakage Potential of Drain Pipe Joints

Drain Pipe Joints


1 to 5(1)

Asbestos Cement

Bell and SpigotThreaded

35

Carbon Steel

FlangedOther Mechanical JointsWelded

341

Cast Iron, Ductile Iron

Bell and SpigotFlangedOther Mechanical Joints

222

Fiberglass Reinforced Plastic (FRP)

Bell Socket and AdhesiveMechanical (various types)Threaded

235

High Density Polyethylene (HDPE)

Bell and Spigot w/rubber gasketHeat Fusion Welding

3-41

Polyvinyl Chloride (PVC)

Bell and SpigotFlange and GasketSolvent Welds

432

Reinforced Concrete

Bell and SpigotBell and Spigot w/welded steel seal

21

Spirolite (a Chevron product)

Bell and Spigot w/rubber gasketBell and Spigot w/welding

21

Vitrified Clay Not recommended

Note Evaluations on this page are independent of Material Evaluations. They are intended only to indicate the security of various joining materials or methods relative to each other for each pipe material.


500 DrainageCivil and Structural M

anual

June 1997500-40

Chevron Corporation

Fig. 500-20 Materials for Sewer and Drain Systems (Low Pressure) (1 of 4)

)Relative Cost(Installed)

Codes/Specifications

CI about the same cost as plastic pipe. Consider external corro-sion when deter-mining design life.

CS: ANSI/ASME B31.3 and B31.8, Co. EG-2505. CI: ASA-A40.1, ASTM A74 (2–15”) Chevron Standard Drawing EF-611. DI: ANSI/AWWA C-151/A21.51.

Sizes less than 6 in., plastic pipe is the most economic alterna-tive. For sizes 6-12 in., plastic, CI, HDPE, FRP, and VC are roughly the same.

ASTM D2661 (ABS drain, waste, vent pipe, and fittings). ASTM D2680 (ABS sewer pipe). ASTMS D2665 (PVC Drain Waste Vent pipe & fittings). ASTM D3034 (PVC Sewer pipe & fittings). ASTM D2846 (CPVC hot water distribution systems) For buried piping, see ASTM D2321 or D2774 guidelines.

Material(1) AvailabilityChemical/Temp.Resistance(2)

Physical/MechanicalProperties

TypicalStrength(psi x 103)

InstallationConsiderations

RelativePotentialLeakage(3

Carbon Steel/CastIron/Ductile Iron

CS: All sizes. May be welded (including ERW) or seamless.CI: Typically 2-15 in. diameter, 5-ft & 10-ft lengths. Ductile iron: 4-54 in. diameter, 18-ft lengths.

Poor against salty water, acids, soil corrosion. (Coat-ings often required.) “No” temperature limit for CS, CI limited by joints (150°F for “oakum”; higher for push-on gaskets).

Density ≅ 7.8 g/cm3. Lin. Expn. ≅ 6.5-6.0 x 10-6 in./in. °F. High strength. CS resists mechan-ical damage; CI more brittle but resists mechanical damage well. Ductile iron is almost as resistant as CS, resists thermal shock better than CI.

25-35 Buried CS usually coated; CI (much thicker) not coated. CS weld joints reliable; CI hub and spigot joints usually reli-able (if no soil movement).

CS: 1CI & DI: 2

Thermoplastics: ABS, PVC, CPVC

1-1/4 in. - 12-in. readily available. Typical joint lengths of 20 ft.

Excellent for dilute acids, caustics, water. Limited resistance to concentrated acids, acid gases, chlorine gases, some hydrocar-bons (aromatics). Temperature limit ≅ 140°F (PVC) to 180°F (ABS) to 210°F (CPVC), higher for short excursions.

Density ≅ 1.05 g/cm3 (ABS), 1.35 g/cm3 (PVC), 1.5 g/cm3 (CPVC). Lin. Expn. ≅30-60 x 10-6 in./in. °F. Good resis-tance to mechan-ical damage but more rigid, brittle than HDPE after UV exposure.

7-8 Joints solvent cemented (preferred) or use elastomeric gaskets, can be a leak source. Consider thrust blocks at changes in direction. Review UV resis-tance for above-ground installa-tions.

2

Civil and Structural Manual

500 Drainage

Chevron Corporation500-41

June 1997

About the same as Plastics. Above 18 in., more expensive than Spirolite.

See manufac-turer's literature. Also, PPI and Chevron Piping Manuals. ASTM D2104; D2239; D2447; D2683; D3035; F714. API 15LE.

Usually the most economic system above 18 in. Ease of handling and installation lowers installed cost. Thin wall and great flexi-bility requires more care in trench prepara-tion than concrete pipe (the system relies on transferring stresses to soil).

See manufac-turer's literature, ASTM F894.

F

Relative Cost(Installed)


HDPE(High Density Polyethylene–Smooth)

Readily available: Continuous coiled lengths 1/2-2 in. Straight lengths (20 and 40 ft.) 2-16 in. Available through 48 in. on special order. Some trade names: PLEXCO – a Chevron product, Phillips Driscopipe, DuPont Canada Sclairpipe, Poly Pipe Industries “Poly Pipe”.

See thermoplas-tics. Temperature limit ≅ 180°F possibly higher for short excursions.

Density ≅ 0.95 g/cm3. Lin. Expn. ≅ 1.2 × 10-4 in./in. °F. Not as strong as thermoplastics but very tough and resists mechanical damage.

3 Joined by heat fusion of butt ends. With UV screen (carbon black), good resis-tance for above-ground applica-tions. See thermo-plastics for other comments.

1

“Spirolite”(Rib-ReinforcedHDPE, smoothwall on inside)

18 in. - 120 in. readily available. Standard length is 20 ft. Chevron product.

See Plastics. See above. Thin wall, reinforced design produces a light weight product.

— Joined by propri-etary gasket system. Can be fusion welded for axial restraint.

2(1 if welded)

ig. 500-20 Materials for Sewer and Drain Systems (Low Pressure) (2 of 4)





RelativePotentialLeakage(3)

500 DrainageCivil and Structural M

anual

June 1997500-42

Chevron Corporation

About the same as thermoplastics in sizes to about 12 in. In larger sizes, FRP is generally more expensive than HDPE and Spiro-lite.

API spec 5LR, ANSI/ASME B31.3 ASTM D3262, D3517, D3754, AWWA C950.

y imper- very ks loads ase se or CCP isk of

Low material cost but can have high installation costs. Trench prep less critical than with FRP or Spirolite, but beware of soil settlement.

ASTM C14, C76, C361; AWWA C301, C302.

Fig. 500-20 Materials for Sewer and Drain Systems (Low Pressure) (3 of 4)

)Relative Cost(Installed)


Fiberglass Pipe 1 in. - 16 in. readily available. Larger sizes available. Typical joint length 20 ft.

Resistance varies with resin selec-tion; best with vinyl ester resins. Excellent resis-tance to moderate acids, caustics, waters, and hydro-carbons. Limited resistance to concentrated acids. Tempera-ture limit ≅ 220°F; higher for short excursions.

Density ≅ 1.6 - 2.0 g/cm3. Lin. Expn. ≅ 10-18 x 10-6 in./in. °F. Stronger than plastic pipe but more susceptible to mechanical damage.

20-50 Variety of joining methods; adhe-sive bonding of bell and spigot the most common. Requires some training and care to make reliable joints. Careful trench prepara-tion and handling required. See thermoplastics above for addi-tional comments.

2

RCP (Reinforced Concrete Pipe) and CCP (Concrete Cylinder Pipe)

24-108 in. readily available. Joint lengths typically short (3-16 ft.), but can be custom-ordered to 20 ft.

Excellent water and hydrocarbon resistance. Not resistant to acids, caustics, or H2S. Susceptible to thermal shock. ANSI B31.3 recom-mends 200°F limit.

Density ≅ 2.3-2.5 g/cm3 Lin. Expn. ≅ 0.5 ×10-5 in./in.°F. Brittle material.

— Usually bell joints with rubber gaskets. Heavy equipment needed for handling. Consider thrust blocks at changes of direction, protective casing under roadways. Restrained joints are available.

2(1 if CCP iswelded)RCP is notcompletelvious, andsmall craccaused bymay increleakage. Ulined RCP for lower rleakage.





RelativePotentialLeakage(3

Civil and Structural Manual

500 Drainage

Chevron Corporation500-43

June 1997

vision.roblems anywhere. 1 is lowest potential

5 See Clay Pipe Engineering Manual, National Clay Pipe Institute.

F

Relative Cost(Installed)


(1) Other possible materials:- Asbestos-cement (more expensive than RCP, increasingly difficult to obtain).- Teflon and other plastic-lined pipe (can have excellent chemical resistance and mechanical properties but at high cost).- Polypropylene and polybutylene plastic pipe (similar to thermoplastic pipes in table, not as common).

(2) Chemical resistance varies among plastics. If more than trace amounts of acids, caustics, or hydrocarbons are expected, consult Materials Di(3) Almost all leakage problems occur at joints, so this is really a measure of relative joint integrity. Vitrified clay pipe is so brittle that it can have p

leakage; 5 is highest.

VC (Vitrified Clay) Note: No longer recommended for any service due to high risk of leakage.

4-24 in. readily available. Avail-able to 42 in. Joint lengths 3-1/3 - 5 ft.

Excellent water, hydro-carbon, and acid resistance. Limited caustic resistance. Temperature limit 150°F (with “oakum” joints; higher with synthetic gaskets). Susceptible to thermal shock.

Very brittle mate-rial; “extra strength” is available.

— Usually bell and spigot joints finished with mortar. Synthetic gaskets are avail-able. Adaptors are available to connect VC to other materials. Even more brittle and susceptible to handling damage than RCP (see RCP above for precautions).

Sizes to about 15 in., about the same cost as ther-moplastic pipe. Large sizes more expensive than HDPE or RCP.

ig. 500-20 Materials for Sewer and Drain Systems (Low Pressure) (4 of 4)





RelativePotentialLeakage(3)


to wer ow fect its

ns,

ld allow-laid

sed

rob-

d

.

e are

han-

ere.

Asbestos-CementCommonly known as “Transite”, asbestos-cement pipe is produced primarily byJohns Manville. In years past, it was considered to be a reasonable alternative cast iron or ductile iron for water mains. Recently, it has lost market share to nedevelopments such as HDPE and fiberglass. Although somewhat out of favor nbecause recent restrictions on the use of asbestos, this component does not afuse for drain lines. It is readily available and cheap.

Sections are joined by belled couplings with rubber ring gaskets. All types of fittings are precast, some of cast iron. If the pipe is used for pressure applicatioend restraint must be provided. It can be cut easily by a number of methods including the use of a hammer and chisel, but power-driven abrasive discs shounot be used because such cutters produce airborne asbestos dust. Because ofable deflection at the joints (up to 13.6 inches in a 13 ft length), the line can be in what amounts to a curve.

Transite’s one major disadvantage is that it is quite brittle; great care must be uin handling and installing it. Trench bottom preparation and proper backfill are extremely important.

Vendor: Johns Manville

Carbon SteelIf absolute assurance against leakage is needed, carbon steel pipe with weldedjoints is probably the safest product to use. However, it is subject to corrosion plems under certain conditions:

• If the pipe is in contact with most soils, the exterior surfaces must be coateand cathodic protection must be used.

• If the pipe is to handle corrosive fluids, the interior may also require coating

These factors tend to make carbon steel pipe less desirable for drains than somother materials unless the pressure-retaining or temperature properties of steelneeded.

Under certain conditions, it may be preferable to join the pipe sections with mechanical connectors (such as flanges or Victaulic or Dresser couplings). Mecical connectors should be used if:

• The interior is coated (welding will usually destroy any such coating).• Frequent inspection of the interior surfaces is required.• Replacement without welding will be necessary.

Vendors:

Carbon steel pipe is so commonly available that a listing will not be given h



sed qual.

l or e

is n

low ing s

ite

rro-

n

Cast Iron/Ductile IronThese two materials are very similar. Historically, they have been more widely ufor pressure water applications than for drains. Their costs are approximately eFor drains, ductile iron’s greater strength and ductility results in:

• Less fragility (easier to handle during installation).• Greater resistance to thermal or mechanical shock while in use.

For both materials, joints are usually bell and spigot type with a packing materiagasket. The type of packing material or gasket must be carefully selected for thapplication. These joints lack end restraint but this is not usually a problem for gravity drains which are buried and stabilized with thrust blocks. If end restraintnecessary, flanged or other special mechanical joints can be used on ductile iropipe.

Fittings such as ells, tees, wyes, etc., are precast. Most bell and spigot joints alsome joint deflection which enables the line to be laid in a slight curve. Dependon the joint type and sealing material, typical deflections might be 3 to 4 degree(approximately 12 to 20 inches deflection) for a 20 ft length.

If rubber gaskets are used, deflections can be larger.

Advantages of iron pipe include:

• Extensive experience from a long history of use.• Greater strength than some of the newer thin-wall materials.

Disadvantages of iron pipe include:

• Purchase cost can be more than some newer materials.• Heavy weight can make shipment and installation costly.

Vendors:

American Ductile Iron Pipe CompanyU. S. Pipe Company

Fiberglass Reinforced Plastic (FRP)This material, also known simply as “fiberglass pipe” is nearly on par with HDPEas a preferred material for drain systems. It is made with thermosetting composmaterials or epoxy resins which contain fiberglass for reinforcing. A number of different resin/ reinforcement combinations can be formulated to provide the cosion resistance and strength required. The finished pipe has a relatively high strength/weight ratio, similar to or possibly higher than HDPE. This pipe can beused for direct burial or for slip lining or jacking into a drain to be repaired. In Europe, FRP has been used for more than 30 years.

FRP is produced by centrifugal casting or by filament winding. Either method caproduce various wall thicknesses to satisfy the strength requirement. Filament winding:

• Is more commonly used for the larger diameters.



ion

ial

s me cut

iron

n

n f

at

itch

used

ce a

teel

a-

• Can produce an externally-ribbed wall for greater structural strength.

FRP can be fabricated of composite materials for special temperature or corrosresistance needs. The interior of the finished pipe is very smooth with good flowcharacteristics.

The most common method of joining pipe ends is by bell and spigot with a specadhesive. Joint fit is very important and must be done properly to get a good connection. Joints can also be made with several mechanical joint types such aflanged, threaded, bell and spigot with O-rings, grooved joint couplings, etc. Sojoining methods (such as the bell and spigot) require end restraint. FRP can bereadily in the field and the ends joined with a sleeve-type coupling.

FRP fittings of all types can be fabricated. These can be made to match ductileOD dimensions for use with ductile iron pipe.

Fiberglass pipe can be supplied in pressure ratings up to 300 psi and for use intemperatures up to 225°F. As with HDPE pipe, the coefficient of thermal expansiois greater than for steel so this must be considered in the design.

Vendors:

Fibercast Company, Hobas USA Inc.Smith Fiberglass (A. O. Smith Co.)

High Density Polyethylene (HDPE)High density polyethylene has become the material of choice for almost all draiapplications. It has been used in sanitary sewers for 25 years. Characteristics oHDPE include:

• Cost competitive.

• Easy to handle and install. HDPE’s specific gravity is less than 1.0; it will floeven if filled with water. Trenches must be drained before placing the pipe.

• Generally good corrosion resistance (see paragraph below).

• High thermal coefficient of expansion (roughly twice that of steel).

• The smaller sizes can be bent to shape somewhat to conform to unusual dgrades or alignments.

• The larger sizes lack structural strength unless special forms or shapes are(refer to Spirolite data).

• Can be used to fabricate fittings such as manholes or catch basins to produmaterial-integrated system.

• Can be used as a corrosion protection barrier for the external surfaces of spipe and for some internal linings.

HDPE is generally thought to be resistant to virtually any substance in a drain. However, high concentrations of some hydrocarbons (especially at high tempertures) can cause problems. The hydrocarbon is absorbed into the HDPE which



. If a ors

s to

at t

l ded

a),

e-is-

is

a is n as

bri-

il-rmal

swells, softens, and becomes weaker. This change is not permanent; when thehydrocarbon is removed, the strength returns (refer to vendor data; e.g., ADS).Certain acids, chlorine gas, and other chemicals can cause permanent damagedrain is likely to contain these substances, consult technical data from the vendor Materials and Equipment Engineering before using HDPE.

Maximum allowable operating pressures range from 225 psi in the smaller size50 psi in the larger. The usual allowable temperature ranges are:

• Pressure applications: - 50°F to + 140°F.• Non-pressure applications: - 50°F to + 180°F.

HDPE’s temperature range is better than PVC which has less impact resistancelow temperature. Water can freeze in the HDPE pipe without causing permanendamage. High temperature reduces the strength and stiffness and improves ductility; low temperature has the opposite effects.

Joining lengths of HDPE pipe and installation of fittings in the smaller, solid walpipe sizes is usually done by heat fusion welding. End thrust restraint is not neein this case. In the larger sizes with special configurations (refer to Spirolite datbell and spigot-type joints with special rubber gaskets are used.

HDPE pipe is produced by many companies in many sizes.

Spirolite (a Chevron product)Spirolite is a unique configuration of thin wall polyethylene pipe with special hollow reinforcing rings around the circumference. This design allows large diamters to be fabricated with improved mechanical strength/weight ratio. Charactertics include:

• Light weight. For 36-inch pipe:

– Spirolite weighs 30 lb/ft.– Ductile iron weighs 170 lb/ft.– Reinforced concrete weighs 565 lb/ft.

Trench dewatering is necessary and backfilling must be done before water allowed back into the trench.

• The smooth interior gives good flow characteristics. It is also available with smooth exterior (retaining the hollow rings for added strength); this design preferred if the pipe sections are to be jacked or pulled into an existing draia renovation liner.

• Its flexibility requires care in installation and assembly.

• Manholes, sumps and other fittings such as ells, wyes, tees, etc., can be facated from Spirolite.

Normally, connections are made with a special rubber gasket in a press-in male/female joint. This joint is claimed to be resistant to both exfiltration and inftration leaks. After assembly, joints can be made extra secure by applying a the



,

d for

ped a

espe-ten- ro-iber-

an

ng.

with r inside

weld bead on the inside or outside or both. For a cross section view of Spiroliterefer to Figure 500-21.

ADS (Advanced Drainage Systems, Inc.)This company also produces a special polyethylene drain pipe that is corrugatestrength. In many respects it is similar to Spirolite, but to date the manufacturercannot guarantee watertight joints so it cannot be recommended. However, oneinteresting drain fitting could be useful in special situations. This is a panel-shasection of perforated polyethylene that is used for interceptor drains where onlynarrow trench is allowed for installation. Sections 4 inches wide and 12 or 18 inches high are available.

Vendors of HDPE:

Solid wall: Dow Chemical, PLEXCOSpecial Shapes: Spirolite, ADS Inc.

Reinforced Concrete Pipe (RCP)Reinforced concrete pipe has been the traditional material used for drain lines, cially in the larger sizes. It has a good history of usage over many years with exsive contractor installation experience. The fabrication technology is mature andwell standardized. It is strong, has good vacuum collapse resistance, and is corsion resistant in most systems. Although not as smooth internally as HDPE or fglass pipe, it still can be supplied smooth enough to give a H & W factor of C = 140 in the new condition. At least one vendor can supply concrete pipe withinternal plastic lining for special corrosion resistance.

Large diameter sections must be relatively short to reduce the weight for handliOne vendor offers diameters of 12 to 96 inches in 8-foot lengths.

Joints between sections are mechanical, usually a bell and spigot configurationa rubber or composition sealing ring compressed between the concrete faces osometimes between steel joint rings cast into the concrete. The annular space

Fig. 500-21 Cross Section View of Spirolite Joint



ly

y lyeth-VC

its

t. st ch

It is cids

and outside of the seal ring is then filled with grout. These joints are not normalend thrust restrained but in some cases steel joint rings can be seal welded.

Disadvantages:

• Its weight requires use of heavy construction equipment.

• Trench bottom bedding must be precisely placed.

• Backfilling requires special care.

• All tees, wyes, ells, etc. as well as even minor changes in direction require precast fittings.

Vendor: Ameron

Thermoplastics (ABS, CPVC, PVC)Thermoplastics (herein abbreviated for convenience as PVC) have a reasonablgood history of usage, although they are now being overtaken somewhat by poylene (standard or special configurations) and by fiberglass. Characteristics of Pinclude:

• Easy to cut and fit.

• Good resistance to some substances.

• More rigid and brittle than polyethylene (PE).

• If stored or installed above ground, ultraviolet light from the sun will reduce impact strength.

• Low temperature reduces its flexibility and impact resistance.

• Its high coefficient of expansion requires provision for flexibility.

Joints can be made using solvent welds, flanges with gaskets, or bell and spigoFor the latter type joint, end restraints or thrust blocks must be provided. Precafittings of all types are available. To some extent, the pipe can be bent to fit trencurvature.

Vendors:

Johns ManvilleRyan Herco

Vitrified ClayVitrified clay pipe has been used for centuries but it is no longer recommended.very fragile and the joints tend to leak. Its major advantage is its resistance to aand most other corrosive substances.



that more

eter-air

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to pos-

ed to

ts,

st nd

er

r

ne

ions

540 Drain System Repair and RetrofitThis section deals with testing, inspection, repair, and retrofit of existing drains are leaking or are suspected to be leaking. Many contractors and vendors offerthan one of the services listed. For example, it is common for a company that specializes in drain repair, relining, sealing of joints, etc., to also offer televised internal inspection service. This is natural because inspection is necessary to dmine the need for repair, selection of the repair method, and monitoring the repprocedure.

The subsequent sections include recommendations for repair of existing drainsinternal lining, sealing of joint leaks, or complete replacement. “Retrofit” refers tthe process by which additions are made to an existing drain to upgrade it to a condition similar or almost equal to a newly-installed drain. In this document, “retrofit” primarily means the installation of leak detection devices in an attemptachieve a reasonable degree of security against leaks. However, it is virtually imsible to upgrade an existing underground system to rival a new drain installationbecause of the difficulty of placing the cables or detector probes where they nebe to do their job.

In addition to the information presented in Section 540, refer to the Sewer Repair Consumer Guide Prepared for PERF 94-12, attached to this manual as Appendix G. It contains a catalog of recommended sewer repair methods, vendor contacand a sewer repair decision tree.

541 Inspection/Detection for Existing DrainsThe integrity of an existing drain line can be checked by one or more of severalmethods. Generally, these can be categorized as:

• Pressure testing• Visual inspection• Leakage detectors

Pressure TestingPressure testing of a drain line can give some indication of its condition. This tecan be done by blocking off a section between manholes, filling the manholes adrain with water, and observing the water level for changes:

• If the water level drops, water is leaking out (if the ground water level is lowthan the test water level).

• If the water level rises, water is leaking in (if the ground water level is highethan the test water level).

A change in the water level indicates leakage, but it could be difficult to determithe location(s), type(s), and best way(s) to stop it.

Testing with air pressure is also an option, but this method has the same limitatas the water test described above.



f the

cent f ts of

e

d is cts

is rota- the

of posi-

e

me

If a pressure test indicates leakage, the leak location(s) must be found by one ofollowing methods:

• Visual inspection by worker entry or television camera.• Use of a tracer gas (refer to Leakage Detectors paragraphs below).

Visual InspectionVisual inspection can be done in several ways. Initially, some indication of draincondition can be obtained by visual examination of the manhole(s) and the adjaportions of the drain lines. If a drain line is large enough and can be taken out oservice, a worker can enter the drain and observe the interior surfaces and jointhe drain. Deterioration effects could include the following:

• Older drains (especially of concrete or vitrified clay) collapsing in places duto lack of support or changes in exterior loads.

• Separations at joints.

• Corrosion.

If the adjacent ground water table is high, infiltration might be observed throughcracks, broken sections, or bad joints.

Inspection by Television CameraSmaller drains not accessible for worker entry (up to 20 inches) can be inspectevisually by a remote-controlled closed-circuit TV camera. Television inspection not as reliable as direct visual but can be helpful. Some of the deterioration effelisted above can be observed. Comprehensive inspection by television usually requires cleaning the drain first.

Several companies offer television inspection of drain lines. The cameras are remotely controlled from outside the drain and above ground (from a console mounted on a truck or trailer). The camera either has self-contained mobility orpulled through the drain by means of a tow line. Some systems are capable of tion of the viewing head so that viewing at an angle to or even perpendicular todrain axis is possible. This capability can give a more detailed view of the drainwall or laterals entering the drain.

Almost all systems available are offered in conjunction with a leak repair systemsome sort. This allows the repair to be made on the spot, using the camera for tioning control and for visual inspection after repair.

Use of a television camera has major advantages in that the inspection(s) can bpreserved on video tape:

• For detailed examination before a repair decision.• As a historical record of conditions before and after repair.

Although vendor literature contains striking photos of major infiltration leaks, soleaks may not be obvious under all conditions:



t n nt

n emi-

h as

ec-

f

tion

eak

• If the adjacent ground water level is below the drain elevation, an infiltrationleak will not be visible.

• The only visual indication of a potential exfiltration or infiltration leak may becracks in the drain wall, parted joints, roots or other blockage, etc.

Contractors offering TV inspection services include:

Cherne Industries, Inc.Cues, IncorporatedHeath ConsultantsBrand PrecisionOlympus (video image by fiber optics)PLS InternationalRodding-Cleaning Services, Inc.Subtronic CorporationWest Coast Locators

Leakage DetectorsDescriptions of leak detection systems for new drain installations are covered alength in Section 554. Many of the systems listed there can be used to check aexisting drain for leaks by drilling holes in the ground near the drain for placemeof probe detectors.

Several companies offer methods which claim to detect and locate leak points iexisting underground tanks or piping including drain lines. The equipment or chcals used may be proprietary.

• Some methods depend on detection of materials normally in the drain (suchydrocarbons).

• Other methods inject a specific substance or chemical into the drain for dettion when it leaks.

The detection methods used may include some combination of:

• Flame ionization• Gas chromatography• Ground penetrating radar• Photoionization detectors• Soil vapor sampling systems• Tracer gas injection and detection

Vendors and contractors for leak detection systems and their general method ooperation are listed below (also see Section 554):

• Environmental Instruments Co. uses gas chromatography and flame ionizafor detection.

• Geophysical Survey Systems Inc. uses subsurface interface radar for gas ldetection.



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le and

• Heath Consultants Incorporated uses:

– Hydrogen flame ionization to test for trace leaks of methane and ethan– Helium as a tracer gas (drain must be taken out of service for test).

Detection is by gas chromatography or gas/air differential density.

• Tracer Research Corporation uses proprietary tracer gas injection for leak detection.

• West Coast Locators, Inc. uses helium as a tracer gas and hydrocarbon gadetectors.

542 Joint/Localized Area RepairsVisual inspection of an existing drain (by television or by personnel entering theline) may indicate that the drain is basically in good condition but that many joinor other isolated points are leaking. In this case, you should consider several methods available for sealing or repairing only the joints or localized areas. Thevarious methods are summarized below.

All of the repair systems can be classified in several ways:

• By whether the repair is applied to the external or internal surfaces of the dline joint or local area.

• If the repair is internal, whether it is applied by workers actually entering thedrain (20 inches or larger) or by devices remotely controlled from the manholes or from above ground.

• By the method of joint repair or sealing:

– Mechanical– Foam grout or equivalent

For remotely controlled internal repairs, the operating system usually includes:

• Confirming and locating the leak.• Cleaning of the affected surfaces.• The actual sealing mechanism or procedure.• Testing of the joint by pressure or vacuum before and after the joint repair.

If the line is large enough for worker entry, all of the above functions can be performed manually.

543 Internal Sealing SystemsIf the drain line is buried, repair of drain line joints by internal access is preferabto external access. Access to the outside of the joint requires some excavationdisruption of ground level traffic.



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• If the drain line has conveniently located manholes, these can be used as tprimary access points.

• If the system does not have manholes, special access points must be excaAt the end of the work, these access points can be converted into system manholes or the drain line can be reconnected across the excavation.

Vendor claims vary for the lengths of drain line that can be worked on between access openings. For remote controlled systems, this distance is limited by:

• The available lengths of equipment control lines, cables, etc.

• Certain features of the drain line such as direction changes, diameter chanetc.

For worker-accessible drain lines, the limitations are primarily safety (the maximum distance from an access opening that it is safe for a person to work).Generally, smaller diameter drains should have more closely spaced access poDrains up to approximately 30 inches in diameter:

• Require the worker to travel in the line on a dolly or carriage.• Hinder assistance and rescue.• Limit the flow of fresh air.

The location of leaking joints must be ascertained by some means.

• If ground water is leaking into the drain, the leak can probably be easily located by worker entry or TV camera.

• If the drain is leaking into the ground, the leak may be difficult to locate by ainternal inspection. If the leakage is severe, complete sealing of all joints orevery joint within a specified section should be considered.

Sealing systems offered by various vendors (listed alphabetically by trade nameare discussed below.

This sealing system is very similar to Weko-Seal with somewhat more sealing surfaces.

(1) Presumed to be the same as Weko-Seal.

AMEX-10

Vendor or Contractor Offering: Miller Pipeline Corp.

Method of Inspection: Visual

Method of Testing: Not indicated

Method of Repair: Mechanical

Accessibility: Worker entry

Size of Drain Limitations: Not indicated(1)

Claimed Distance Between Openings: Not indicated(1)



ate-

of

Seals are available in three widths of 10.2 inches, 14.4, and 25.6 inches. Seal mrial for:

• Gas and sewage is nitride-butadiene-rubber.• Potable water is EDPM-rubber.

Figure 500-22 shows a cross-section of an AMEX-10 seal.

The manufacturer claims that these seals have been used to repair many typeslines including ductile iron, cast iron, steel, reinforced concrete, PVC and other synthetics, and concrete-lined steel.

This system for non-accessible drain repair is completely controlled from the outside. The manufacturer claims it to be an integrated system for:

• Inspection (by TV camera) for location of leaks.• Placement of the special sealing packer (located by TV).

Fig. 500-22 Cross Section of an AMEX-10 Seal

Cues Reveal and Seal

Vendor or Contractor Offering: Cues, Inc.

Method of Inspection: Television camera

Method of Testing: Air or water pressure

Method of Repair: Grout

Accessibility: None (remote control only)

Size of Drain Limitations: Not indicated

Claimed Distance Between Openings: Not indicated



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• Pressure testing of the joint (by air or water).• Injecting the chemical grout using the same hoses as for testing.• Testing again after the grouting.• Inspection again by TV after the packer is removed.

The manufacturer claims that bad joints in laterals coming into the drain can alssealed.

Details about how the system works are sketchy but apparently it is similar to thCherne Industries system described below.

This seal is essentially identical to the Weko-Seal (see above). The In-Weg Seadeveloped in Europe and first used in 1964. PLCS, Inc. obtained a license to distribute it in the USA.

For distance between openings, no claim is made but it would be comparable tWeko-Seal. The access distances depend more on the safety of workers than odesign of the sealing system. On one job in Britain (a 24 inch drain line 6.2 km long), sections of line 400 to 1500 meters long were repaired.

This system uses a specially designed synthetic rubber (E.P.D.M.) seal with staless steel retaining bands. Good surface cleaning and preparation of the internpipe surfaces is necessary to get a well-sealed joint. After this is done, the sealmanually placed in position across the joint to be sealed. Then stainless steel retaining bands are fitted into place and expanded outward against the rubber sThe completed seal can be air tested. The finished joint repair has a very low pwhich optimizes flow characteristics.

In-Weg

Vendor or Contractor Offering: PLCS, Inc. (for installation)


Method of Testing: Air/Water pressure



Size of Drain Limitations: 18" to 72" (or larger)

Claimed Distance Between Openings: Not stated (see below)

Weko-Seal

Vendor or Contractor Offering: Miller Pipeline Corporation


Method of Testing: Air pressure

Method of Repair: Mechanical


Size of Drain Limitations: 14"(?) to 144" and larger

Claimed Distance Between Openings: 5000 ft (this may be extreme)



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Apparently, actual or potential leaks other than joints could also be sealed (e.g.localized corroded area, deep pits, etc.) but the vendor’s literature does not addthis capability.

• The standard Weko Seal can span gaps of up to 4½ inches

• An available extra wide seal can span 9 inches.

• For wider gaps, special sleeves can be used.

• Weko seals have been installed on steel, cast iron, ductile iron, and reinforcconcrete pipe (lined and unlined).

This seal was originally developed in Germany and was first used in Frankfurt i1964. (See In-Weg Seal description above).

This system uses a special testing/sealing ring placed manually across the joinTwo “balloon” elements on either side of the joint opening are expanded by air psure against the inner surfaces of the pipe to form a seal on both sides. Then wis pumped into the cavity:

• If the pressure rises and holds, the joint is considered good.

• If the pressure drops, it can be assumed that the water is leaking through thjoint and into the ground outside the joint.

If the joint needs sealing, grout is pumped into the same space to displace the and seal the joint. After the grout hardens, the joint can again be tested as befoThe type of grout used is not stated.

Grout can also be used to seal leaking joints in manholes by injection with a proto the back side of the manhole rings.

This system appears to be of Swiss origin.

(Trade Name Not Given)

Vendor or Contractor Offering: Cherne Industries Incorporated


Method of Testing: Air/water pressure (see below)



Size of Drain limitations: 30" to 120" standard (custom sizes are available)

Claimed Distance Between Openings: None stated


Vendor or Contractor Offering: Cherne Industries, Inc.

Method of Inspection: TV camera

Method of Testing: Not indicated



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This system is similar to Cues Reveal and Seal but more details are given. It usremotely controlled TV camera to inspect and control the cleaning and repair w

Two seal mediums are used:

• Urethane• Vari Seal (various grouts)

A special packer allows the joint to be tested before any work is done. The systwas developed in Switzerland.

This general services contractor does maintenance work on existing sewer anddrain lines. They offer:

• A remote-controlled TV inspection service.• Cleaning of the drains by various means.• Repair of leaks by several grouting methods.

The equipment used is not clearly specified and probably includes devices revieelsewhere in this document.

544 External RepairsAs previously noted, external repair of a joint in a buried drain line requires thatjoint be excavated. Determination of which joints are leaking may be difficult.

• If ground water is infiltrating the drain, the locations of the leaks may not beobvious.

• If the drain is leaking from the inside to the surrounding ground, there may some obvious indication such as drainage liquids coming to the surface.

Method of Repair: Grout (see below)

Accessibility: None (remote control only)

Size of Drain Limitations: Not indicated (would be for small lines)

Claimed Distance Between Openings: Not given


Vendor or Contractor Offering: Rodding/Cleaning Services Inc. (Agentfor Carylon Company)

Method of Inspection: Internal TV camera

Method of Testing: Not specified


Accessibility: Worker entry or remote TV

Size of Drain Limitations: Not specified; one case history was for sizes up to 42"

Claimed Distance Between Openings: Not specified



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For a line that gives some indication of 50% or more of joints leaking, standard practice has been to excavate and seal all joints. Once the joint is uncovered (depending on the type of joint), sealing will usually consist of:

• Some type of repair or replacement of the original seal, or• Complete encapsulation of the joint.

The drain line may be leaking somewhere other than the joints (for example, atcorroded/pitted area or the pipe section may be cracked). For these cases, uncering of the joints only will not suffice and the only alternative may be to uncovethe entire line. Such a procedure could approach or surpass the cost of compleline replacement.

One advantage of external repair of joints (compared to internal methods) is thausually the drain can remain in service during the repair.

Materials and Methods AvailableMiller Pipeline Corporation offers two joint sealing methods for use on bell and spigot joints, on flanged or other mechanical-type joints, or on compression couplings:

• Encapseal uses a flexible, disposable fabric mold which encircles the leakinjoint. A two-part polyurethane mixture sealing medium is injected into the mold. For operating pressures up to 60 psi, various materials can be used fthe mold.

• Millerseal is primarily intended for sealing leaking bell joints on cast iron mains. It uses a polymeric sealing material with heat sensitive properties thmechanically squeezed into the leaking joint.

Either seal system can be used with the “slot” and vacuum excavation techniquwhich minimizes digging.

545 Complete Internal ReliningSeveral systems on the market install a new internal lining in a drain that is leakor is suspected to be leaking. Vendors or contractors involved in this work offer various combinations of materials, equipment and services. These include:

• Testing or inspection devices or services to confirm and locate leaks in drai• Measuring the volume or rate of the leaks.• Cleaning the drain (if necessary).• Installing the lining and stopping the leaks.• Testing and inspection to ascertain that the job is done well.

Most inspections use a closed circuit television camera. If the line to be inspectsteel, magnetic flux current devices can be used to measure wall thickness, decorrosion pits, etc.



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Cleaning is done by the use of scraping pigs pulled by a cable or pushed by compressed air through the line.

Subsequent paragraphs describe various internal relining methods and identifyvendors/contractors offering these services.

Sliplining/SwageliningSliplining is a somewhat generic term for the process by which an internal liner (usually of HDPE) is pulled or pushed into an existing installed drain.

The inserted liner is slightly smaller in diameter than the existing drain, the OD/differences being sufficient to minimize installation friction between the two. In most cases, the improved flow characteristics of the HDPE compared to the derated original drain usually compensates for the reduced cross section.

Insertec is a sliplining process offered by Miller Pipeline Corp. for “live” insertion(without taking the line out of service). It is intended primarily for relining gas mains and appears to be of little use for drains. The slip-liner is pushed into themain through a special fitting which holds pressure on the main. The informatioavailable is limited.

Phillips Driscopipe 9100 (offered by Miller Pipeline Corp) has been used for relining of steel pipes from 2 to 30 inches in diameter. On one job, the pull lengranged from 100 ft to 3700 ft. Production averaged 1800 ft/day with a crew of 1The HDPE pipe sections are delivered to the site and fusion-butt welded togethon the job to form a continuous string for pulling into the drain to be relined. Aftinsertion, the liner is pressurized and expanded against the inner wall of the stepipe. The liner is held in this position until it viscoelastically stress relieves itselfand accepts the expanded diameter as its permanent diameter. In some cases,water or steam can be used to assist this process.

Swagelining (offered by Dowell Schlumberger for drains of 3 to 24 inches in diaeter) is very similar to Driscopipe. The HDPE is heated and pulled through a swaging die to reduce its diameter as it enters the steel pipe. As the in-place Hliner cools, it expands to its original diameter to fit tightly against the steel. Servlaterals would have been located earlier by TV camera. After the Swagelining process, openings at the laterals are cut out by a remote-controlled high pressuwater jet cutter.

Vendors/Contractors:

Dowell Schlumberger (Trade name: Swagelining)

Miller Pipeline Corp. (Trade names: Driscopipe 9100 and Insertec)

Plexco, Inc. (for sliplining material)

Rodding-Cleaning Services, Inc. (division of Carylon Corp.)

InsituformThis is a rather unique process for lining the inside of a deteriorated drain line. lining material is a polyester fiber felt tube impregnated with a thermosetting res



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The liner is installed in the drain section by inverting (turning it inside out) with hydrostatic water pressure. This pressure also forces the tube outward to moldto the interior surfaces of the drain line. The resin is then cured by circulating anheating the water. The resulting lining:

• Is molded tightly against the inner wall of the drain.

• Has a smooth interior surface with virtually no reduction in drain line ID butimproved flow characteristics.

The lining is installed manhole-to-manhole so access to the drain through permnent or temporary manholes is necessary.

This system has been used on lines from 4 to 96 inches in diameter and in secup to 2000 ft long. Even non-circular conduits (e.g., egg-shaped) can be lined inthis way. The tube can negotiate direction changes in the drain up to 90 degreesome extent, the lining will correct minor irregularities in the interior wall of the existing drain because the hydrostatic pressure tends to force it outward slightlyThe manufacturer also claims that the lining will strengthen the drain.

After the lining is cured, lateral outlets are cut either manually (if the drain is larenough to be accessible) or with special remote controlled cutting equipment.

The system was developed in the United Kingdom in 1971 and brought to the Uin 1977. More than 8 million feet of pipe have been relined in this way.

Figure 500-23 shows how the Insituform internal lining is installed.

Spirolite (a Chevron product)This semi-rigid form of HDPE can be used to reline bad drains by jacking it intothe old drain horizontally, section by section. The procedure requires an open plong enough for the sections and the jacking equipment. Gaskets are used betwthe sections. After each drain run between manholes is jacked into place, the annular space between the two pipes can be grouted.

The vendor claims that either Core Wall (smooth inside and outside) or Profile W(smooth inside and corrugations outside) can be used. However, Core Wall wouapparently be easier to install and grout. A clearance of 5% of the Spirolite ODnecessary for grouting.

Spirolite can also be used for relining circular section manholes.

XPANDITThis is a method specifically designed to replace vitrified clay pipes (up to 20 indiameter) that are badly broken but not completely collapsed. Although intendefor clay drains, it presumably could also be used for plain concrete pipe (not reiforced), and probably even asbestos-cement (Transite) pipe.

A specially designed head walks its way into the conduit of the existing clay pipAs the head advances:



next

• It expands to break the clay pipe and forces it out into the surrounding soil.• It pulls the special design HDPE replacement pipe into place.

The replacement pipe can be the same size as the original clay line or even thelarger size.

Vendor/Contractor: Miller Pipeline Corp.

Figure 500-24 shows the XPANDIT head in operation.

Fig. 500-23 How Insituform Internal Lining is Installed

STAGE 1The resin saturated material is installed in the existing pipe through a manhole or other access point via an inversion standpipe and inversion elbow. The Insitutube is cuffed back and banded to the inversion elbow, creating a a closed system that allows the water inversion process to take place.

STAGE 2Water from nearby hydrants, or other convenient source, is used to fill the inversion standpipe. The force of the column of water turns the wet-out Insitutube inside-out and into the pipe being recon-structed. As the Insitutube travels through the pipe, water is continu-ally added to maintain a constant pressure. The water pressure keeps the Insitutube pressed tightly against the walls of the old pipe.

STAGE 3After the Insitutube reaches the termination point, the water in the line is circulated through a heat exchanger where it is heated and returned to the Insitutube. The hot water cures the thermosetting resin, causing it to harden into a structurally sound, jointless “pipe-within-a-pipe” an Insitupipe.

STAGE 4Once the Insitupipe has hardened and cooled, the water pressure is released and the ends are trimmed. Service connections are rein-stated internally with a remote control cutting device or by man-entry techniques. The Insituform operation is then completed, and the newly installed pipe is ready for immediate use. All this is accom-plished without excavation.



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546 Complete ReplacementOne option for correcting a bad drain line is complete replacement. Generally, twould be done only:

• In the event of a major collapse or failure of the drain.• If substantially greater flow capacity is also necessary.

The required excavation, disruption of surface traffic, etc. are major disadvantagReplacement is effectively a new installation; relevant information is given else-where in this manual (for Material Considerations, refer to Section 539).

550 Containment and Leak Detection

551 Introduction/SummarySome new drain installations require enhanced or absolute containment and/ordetection of leakage. Present state-of-the-art techniques include three broad angeneral approaches:

• Double pipe systems. This concept uses concentric (pipe-within-a-pipe) designs so that:

– The inner pipe is the actual liquid drain.– The outer pipe will contain any leakage from the inner pipe.

• Troughs or trenches. This containment system consists of some type of troso that any leakage from the drain will be contained.

• Enhanced detection. If less than absolute containment is allowable, a high of detection capability can be used.

Appendix F (Secondary Containment for New Construction and Existing Facilitireviews the regulations, requirements, and recommendations for secondary coment in both new and existing facilities. It provides guidance on secondary con

Fig. 500-24 The XPANDIT Head in Operation



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ment for equipment that processes, conveys, and stores solids and liquids. Thegeneral principles relating to secondary containment are reviewed, followed by guidelines for specific cases. References are provided to direct the reader to thappropriate environmental regulations. This appendix also provides example designs typically used for both new construction and existing facilities. The reashould review the Introduction, Legal Requirements, and Environmental Factorssections of this appendix before proceeding to a specific section. Each of the sections contain information on applicable regulations, recommendations for secondary containment in absence of regulations, and a discussion on designsboth new and existing facilities.

552 Double Pipe SystemsDouble wall pipe systems use the inner pipe as the actual drain (carrier) and thouter pipe as the containment. Construction can be of almost any of the listed pmaterials. Different materials usually have different thermal coefficients of expasion. Therefore, it is more common to use the same material for both pipes. Fomaterial systems, the most common combination is steel for the carrier and fibeglass for the containment.

Expansion can be handled by flexibility or by restraint. For carrier/containment pipes differing by only one standard pipe size, it is difficult to adjust lengths for aproper fit and still allow for the required expansion. The annular space betweentwo pipes will need supports and guides. A different approach (especially in theproprietary systems) is to restrain the movement, creating tension or compressthe components. This is acceptable if the stress levels are within allowable limit

Hydrostatic testing of the inner/outer pipes can be complicated. The better systallow for complete assembly and testing of the inner pipe before the outer pipe installed over it.

These double pipe system designs assume provision for leakage detection (froinner drain pipe to the outer containment pipe) either continuously or intermitten(refer to Section 554).

For comprehensive containment protection, double walls would also be requiremanholes, catch basins, etc.

Carbon Steel Double PipesCarbon steel double containment drain systems are in use. The design is similathat used for jacketed lines carrying liquid sulphur which contain steam in the annular space. Fabrication and assembly is very difficult and costly. Carbon stewould be preferable to some of the other materials only if its higher temperaturecharacteristics or pressure-retaining capabilities are necessary.

Proprietary SystemsSeveral partially pre-assembled double pipe systems are on the market as propetary designs. Most of these systems use fiberglass pipe. Available technology seems to be limited to a maximum size of about 12 inches/16 inches (inner/out



lass

Fiber-

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ured the ded nt

pipe. Since each of the proprietary systems available are somewhat different indesign, they will be reviewed here by name.

Ameron—Fiberglass Pipe DivisionThis vendor offers something very similar to the Fibercast system, also in fibergbut in sizes only up to 4 inches/6 inches. Its target market appears to be fuel systems of small terminals and service stations rather than drain systems. Thesealing system of the outer pipe seems to be simpler and easier to install than cast but it may not be as secure in containment.

Containment Technologies CorporationThis company offers secondary containment piping fittings referred to as a “clamshell”, snap-on design. The tees, ells, etc., are formed in two halves which are hinged and wrapped around the carrier pipe fitting to be enclosed and then secmechanically by connector rods and band clamps. Sealing of the two halves of clamshells and to the straight sections of containment pipe is by gaskets imbedin the two halves. The clamshells are HDPE. For the straight runs of containmepipe, regular plastic pipe is used. Figure 500-25 shows several fittings.

Fig. 500-25 Five Containment Pipe Fittings



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The largest size of containment fittings available is 6 inches for enclosing 4 inchcarrier pipe. As with Ameron, it is geared more to containment of fuel piping systems.

Although the containment system is tested to 5 psi after installation, the vendordoes not claim it to be a pressure-containing system. It is expected that any leafrom the carrier pipe into the containment system would flow by gravity and at atmospheric pressure to a low point for detection.

The carrier pipe can be any material (steel, fiberglass, etc.). It is installed in theusual way and can be pressure tested before the containment system is closedaround it.

This system appears to be easier and quicker to install than some of the othersmay be less secure. The manufacturer claims that it is reusable (if changes or repairs are needed on the carrier pipe system, the fittings can be disassembledreassembled).

Note that there is no specific provision for differential expansion and contractionthe inner and outer pipe systems; some care would be needed in assembly to gthe required flexibility.

This vendor also offers plastic HDPE sumps for use with the containment systecollect and detect any leakage retained in the containment piping. Detection decan also be used in the pipe.

Fibercast “Dualcast”This system is fabricated entirely of fiberglass. Various materials in the fiberglasfamily can be used. All components offered for the double containment systemsspecially fabricated for that purpose including pipe lengths, couplings, ells, teeswyes, and drain traps. The sizes available are:

• Carrier pipe: 1 inch to 12 inches• Containment pipe: 3 inches to 16 inches

All connections are by close-fit sockets and joint adhesive. Fabrication and assembly appears to be quite complicated. Some field cut and fit work may be possible but most pieces are prefabricated (including pipes cut to length) beforefield assembly work is done. Pressure and temperature ratings normally conforfiberglass piping limits. The containment pipe is rated up to 150 psi.

As with all double pipe systems, careful consideration must be given to differenthermal expansion of the carrier and containment pipe. Generally, this system restrains such movement in the components but minor movement of the inner pwithin the outer pipe can be allowed.

The system allows the use of leak detection devices (either cable or single pointhe annular space between pipes but Fibercast does not provide this equipmen

Hydrostatic testing of this system is very difficult. The vendor’s procedure must fully understood and carefully followed. Even so, it is likely that some joints will not be observable during testing and leaks could be missed.



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The Fibercast system should be considered for:

• Installations demanding the most absolutely tight system.• Handling of special liquids (such as laboratory drainage).

Ryan Herco Products CorporationThis vendor offers several types of double containment piping systems.

Polyethylene double containment fittings in sizes up to 4 inches are available. Expansion/contraction allowances are less critical with PE because it is less rigand will flex to some extent.

Clear PVC is available in sizes up to 6 inches. Clear PVC allows leaks from theinner pipe to be visible, thereby possibly eliminating the need for detection deviif the drain is above ground.

Split pipe and fittings allow testing of the carrier pipe before the outer pipe is installed. This can also be used for retrofitting existing systems. Bolt-on fittings sizes up to 16 inches are also available for retrofit applications.

Smith Fiberglass (Representative: Ryan Herco)This system also uses fiberglass. The joints can be threaded as well as bondedOuter containment fittings:

• For pipe sizes 10 to 16 inches are split longitudinally. After testing of the innpipe, they are joined with resin and fiberglass.

• For pipe sizes 2 to 8 inches are bolted on. These are easier to install but prably not as secure against leaks.

The manufacturer’s catalog shows a maximum size of 16 inches. It seems possthat sizes larger than 16 inches could be used.

Total Containment, Inc.This vendor’s system is similar to the others. A separate containment system isinstalled over the carrier pipe which can be steel, fiberglass or other material. However, the fittings (ells, tees, etc.) are one-piece units so they must be in plabefore the carrier pipe is joined.

Another difference is that they provide “telescoping” (flexible corrugated polyethylene) pipe sections for the straight runs of the containment system. These musalso be in place before the inner pipe is welded. All connections of the outer pipsystem are made mechanically by stainless steel clamps and seals. After assemthe containment can be pressure tested using air or water.

No indication is given of sizes available but it seems to be a maximum of 3 to 4inches.

Figure 500-26 shows the relative leakage potential of double pipe containment systems.



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tain-

(1) Lowest (1) to Highest (5)(2) Assumes external coating on outer containment pipe.

553 Trough ContainmentA trough can be installed under one or more drain lines to catch and contain anleakage from the drains. Such a trough:

• Will operate at atmospheric pressure.

• Will most likely have some type of cover.

• May be backfilled with some material such as sand or pea gravel to avoid creation of a hazardous air-hydrocarbon vapor mixture.

As with double pipe systems, consistent secondary containment would require specially equipped manholes, catch basins, etc.

After assembly, a trough can be tested by filling it with water. Present EPA regutions require double pipe containment systems to be tested for leaks regularly ausage. At present, such testing is not required for trough containment systems.

A major advantage of the use of troughs versus double pipes for secondary conment is that all lines within the trough can be completely assembled and testedbefore backfilling.

Fig. 500-26 Relative Leakage Potential of Double Pipe Containment Systems

Double Pipe Containment Systems

Relative LeakagePotential

1 to 5(1)

Ameron 2-3

Carbon Steel double pipes 1(2)

Containment Technology Corporation with “clamshell fittings”

3

Fiberglass “Dual-Cast” 1

Ryan Herco Products Corporation 2

Smith Fiberglass

– with resin bonding

– Fiberglass “Dual-Cast”

– threaded

2

3

4

Total Containment Incorporated 3

Note For this evaluation to be valid, double pipe systems must be properly installed in accordance with the manufacturer’s recommendations.This evaluation refers generally to the security of the outer containment pipe. For relative security of pipe materials in general, refer to the “Drain Pipe Materials” tabulation (Figure 500-18).



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Leak detection devices or test location points are installed at low points in the trough. A leak from any of the lines in the trough will be detected. For easier loction of leaks, detection devices can be installed at many places in the system.

Generally, a trough system would cost less than a double pipe system only if twmore drain lines can be contained in the same trough. Therefore, the relative coof troughs versus double containment pipes should be investigated for each instion.

Several proprietary secondary containment systems use troughs. Most of thesetroughs are made of fiberglass. Such systems are being promoted for containmof regular hydrocarbon lines (not necessarily drain lines) at service stations, buplants, etc.

The fiberglass troughs have a snug-fitting cover nominally to keep out rain and surface drainage. The interior of the trough (around the pipe or pipes containedfilled with a granular material such as pea gravel. Pipe expansion/contraction mments caused by temperature changes are absorbed by the gravel.

Although fiberglass troughs are designed mainly for underground installation, thcan be used for above-ground drains (even in a pipe rack). Pipe rack installatiowould probably not be backfilled with pea gravel because of the added weight.

Another method of “trough” containment is the use of reinforced flexible synthetrench liner such as a thermoplastic elastomer sheeting, polyurethane rubber, opolyethylene. This material would line the excavated ditch and be suitably backfilled after the drain line is installed. The installation procedure requires special attention:

• The bare trench must not contain sharp rocks or other material that could damage the liner.

• Joints between sheeting sections must be carefully sealed to prevent leaks

Detection devices can be installed at low points as with the fiberglass troughs.

Other materials (such as concrete) can be used for the trough. The use of a cotrough solely for secondary containment of one drain line may not be cost effecHowever, an open trench storm drain system could be used as secondary contment for hydrocarbon drain pipes placed in it. The concrete trough would not haa cover and would not be backfilled with granular material. If enhanced containment capability of the secondary (storm drain) system is required, it can be linewith fiberglass resin as is done on flat slabs (refer to Section 523).

Fiber-Trench Inc.This vendor uses rectangular U-shaped modular fiberglass units which can conone or more pipelines. Standard sizes up to 30 inches wide are available; largetroughs can be made on special order. Tee-shapes, ells, crosses, and other foralso available.

Special sections (for installation at low points in the system) have sumps for leadetection monitors. Joints between sections are retained mechanically by alum



mps hs.

pop rivets and sealed with resin glues and fiberglass. This vendor also offers suand underground tank top containment units for use with the containment troug

Figure 500-27 shows:

• Several typical cross sections of Fiber-Trench troughs with piping installed.• A monitoring well for leak checking.• A cross section of a riveted and sealed joint.

Fig. 500-27 Fiber-Trench Trough Sections



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k

e-

MCP Containment SystemsThis company offers flexible trench liner materials in reinforced polyurethane rubbers, polyethylene, and other materials. Edge-to-edge joining of the materiaaccomplished by a glued “zipper”-type connection.

Western Fiberglass Inc.This vendor offers a containment system of fiberglass troughs very similar to FiTrench except that the sections are half-elliptical in shape instead of rectangulaThe manufacturer claims that this shape is better because any leakage will collthe bottom center of the trough for more precise detection.

The system has a water/vapor tight fiberglass lid. The largest standard size trencross section is 32 inches wide by 18 inches deep. Straight sections are 20' lonElls, tees, sumps, drip boxes, tank pits, etc. are also available.

Figure 500-28 shows Western Fiberglass trough sections including a typical leamonitoring well.

Figure 500-29 shows relative leakage potential of trough-type containment matrials.

Fig. 500-28 Western Fiberglass Trough Sections



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ain;


554 Leakage Detection SystemsThe design of any new drain installation should consider the addition of a detecsystem.

• For a double pipe containment system, the leakage detectors would be insin the annular space between the two pipes.

• For a trough containment system, the leakage detectors would be placed aor more low points in the system.

For either system, the leak detectors could be continuous cables or probes. Foenhanced detection only (no containment), refer to Section 555.

Many types of leakage detectors are on the market. Some of these devices depon detection of leakage of the material normally carried in the line:

• If the drain material is volatile (such as a gas) and would normally rise to thsurface, the detector must be placed:

– Somewhere in the ground near the drain, or– Between the drain and the surface, or– At the surface.

• If the drain material is a liquid, it would normally go down so the detectors must be located somewhere below the drain.

Some systems depend on a trace gas such as helium being injected into the drleaks are detected by a specific sensor.

Some vendors offer a complete double containment package with a detection system.

Leakage detectors have various principles of operation. These include:

Fig. 500-29 Relative Leakage Potential of Trough-type Containment Materials

Trough-Type Containment


1 to 5(1)

Concrete Trench:

– Bare concrete

– Lined with fiberglass

4

1

Fiberglass:

– Fiber-Trench Inc.

– Western Fiberglass, Inc.

1-2

1-2

Flexible Membrane:

– MCP Containment Systems 2



the k)

eplace-CI ent.

w

his

the

tor.

es into ater

• Closure of electrical circuit contacts (usually by liquid in the drain material).Such closure could occur by:

– The drain liquid short-circuiting the contacts.– The drain liquid dissolving a material separating the spring-loaded

contacts.– Liquid-induced swelling of some material forcing the contacts together.

• Detection of hydrocarbons (liquid or vapor) by various means.

• Detection of level of a liquid which has drained into a catchment volume.

• Sensing the presence of a foreign fluid (gas or liquid) based on changes inelectrical characteristics of the sensor (cable or probe) from a base (no-leastandard.

Each vendor’s system must be evaluated to determine its suitability for use in aproposed new drain.

In some systems, a component degrades to cause the alarm. If this happens, rment of some parts would be necessary for continued use of the system (See TLeak Detection System). The physical installation must allow for easy replacem

Sonic detectors are useful for locating leaks in high pressure piping. For drain piping, sonic detectors would probably be ineffective because of the relatively loexit velocity of the leaking material.

Bacharach Inc.This vendor offers only detectors for continuous monitoring for gas leaks.

LASP (Teledyne Control Applications)This system uses a special sensor tubing approximately 1/2 inch in diameter. Ttubing is installed in the trench near the line or drain to be monitored. Sensing depends on diffusion of hydrocarbon vapors through the wall of the tubing into interior.

• The “inlet” end of the tube is fitted with an air dryer unit.• The “exhaust” end of the tube is fitted with a vacuum pump and a gas detec

As dry air is pulled through the tube, the gas detector unit continuously comparthe passing sample to previous “base level” samples. If hydrocarbon is leaking the tube, the detector triggers an alarm. The sensor tube wall is impervious to wso only hydrocarbon leaks will be detected.

The system can monitor line lengths of 5 to 10 miles. However, time-to-alarm isdependent on travel distance in the tube so shorter lengths may be advisable.

The manufacturer offers two versions of the system:

• Continuous monitoring provides rapid leak detection and alarm.• Intermittent monitoring can be used to pinpoint the location of a leak.



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Owens-Corning Fiberglas CorporationThis vendor offers a very simple flexible dipstick for detecting presence of watea containment. The dipstick is coated with a water-finding paste.

Ronan Engineering CompanyThis vendor offers:

• A level detector (float switch) system for installation in low points of a doublpipe system or a containment trough.

• Hydrocarbon vapor detectors (solid state diffusion-type).

• Several detector systems for loss of pressure (for example, in a pressurizedannulus of a double wall pipe or tank).

TCI Leak Detection System (Total Containment, Inc.)This leak detection system is similar to Leak-X but is offered in conjunction withTCI’s double pipe secondary containment system. The manufacturer claims thasystem can detect:

• Leaks in underground monitoring wells, double wall tanks, double wall pipinand similar applications.

• The presence of liquid hydrocarbons, a variety of hazardous chemicals, anwater.

Audible and visible alarms are given.

• For detection of hydrocarbons, two electrical conductors are sheathed withinsulation jackets that will dissolve in hydrocarbons. This dissolution causethe conductor wires to make contact, signaling the alarms. Disadvantage osystem: hydrocarbon dissolution permanently damages the sensor cable wmust be replaced.

• For water detection, the sensor cable can be equipped with an optional wasensitive probe.

TraceTek (Raychem Corporation)This system is used primarily for monitoring leaks in double pipe or trench-typedouble containment systems. Its use with direct-burial drains would appear to blimited.

A detector cable is installed in the outer pipe of a double pipe system or on thebottom of a containment trench. Depending on the type of liquid likely to leak, oor more of three types of cables can be used for detection of:

• Water leaks• Aqueous liquids (acids, bases, and water)• Fuels and solvents (hydrocarbons)



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Each type of cable operates on the principle of electrical circuit completion cauan alarm. The hydrocarbon detector cable uses a swellable conductive polymemechanically close the circuit. All cables contain extra wires for continuity checand testing.

The manufacturer claims that in addition to determining that a leak exists, the lotion of such leak along the length of a cable can be determined by the instrumetion provided.

Universal Sensors and DevicesThis vendor offers liquid and vapor sensing probes for underground tanks and double containment piping. The sensors available include:

• A thermal element capable of detecting the presence of any liquid.

• A metal oxide semiconductor (MOS) that recognizes the presence of most combustible and organic gases.

W. L. Gore and Associates, Inc.This vendor offers leak detection cables for installation in the drain system to bemonitored. The system can detect leaks of water-based or hydrocarbon liquids.Absorption of hydrocarbons by the cable insulation alters the cable’s capacitanccharacteristic impedance, and propagation speed. The change in capacitance icates a leak.

Figure 500-30 shows detection effectiveness of permanent leak detection systeand Figure 500-31 shows detection effectiveness of temporary leak detection systems.

555 Enhanced Detection OnlyIn some cases, it may be preferable to install a drain with enhanced detection bsecondary containment. If leakage occurs, it is not contained but is detected at early stage so that corrective measures can be taken. The degree of protectionachieved falls between drains with no leak detection and those with both detectand extra containment.

For enhanced detection:

• Detectors are installed along the underside of the drain line, at manholes, eGenerally, continuous-cable-type detectors are more effective than spot-typdetectors.

• With no secondary containment, leakage and ground contamination can ocanywhere. For comprehensive coverage and prompt warning of leaks, mordetection points must be installed than for a double containment system.



(1) These systems are designed for installation in a new drain system or for retrofitting to an existing drain system for continuous or intermittent monitoring of leaks.

(2) Lowest (1) to Highest (5)(3) The Total Containment system includes insulation which degrades to indicate a leak. After a leak indica-

tion, the degraded parts must be replaced.

(1) These systems are meant to detect drain leaks by methods or equipment not permanently installed (by detection of fluids normally in the drain or by means of a tracer gas injected specially for the purpose).


560 Evaluation of Drainage Systems

561 General EvaluationThis section:

• Evaluates drainage and detection systems, materials, etc.• Categorizes them to indicate several degrees of protection.

Generally:

• The most secure system will probably be the most expensive.

Fig. 500-30 Detection Effectiveness of Permanent (Installed) Leak Detection Systems

Permanent (Installed) Leak Detection Systems (1)

Detection Effectiveness

1 to 5 (2)

Bacharach Inc. For gas leaks only

LASP (Teledyne Control) 2-3

Owens-Corning 5

Ronan Engineering Company 4

Total Containment, Inc. (3) 3-4

TraceTek 1-2

Universal Sensors 3-4

W. L. Gore and Associates, Inc. 3-4

Fig. 500-31 Detection Effectiveness of Temporary (Non-installed) Leak Detection Systems

Temporary (Non-Installed)Leak Detection Systems (1)

Detection Effectiveness

1 to 5 (2)

Environmental Instruments Co. 2-3

Geophysical Survey Systems Inc. 4

Heath Consultants Inc. 2-3

Tracer Research Corp. 1

West Coast Locators, Inc. 3-4



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r cost

• The less secure systems will probably cost less.

For a new drainage system, the first design consideration must be what level ofassurance is required that the system will not leak. To facilitate this, a hierarchysystem has been established as follows:

Degree 1: (System absolutely must not leak to the environment.)

• A “bulletproof” design.

• Must be almost 100% good for all possible services (can handle virtually altypes of drainage liquids it could receive).

• Includes continuously operating leak detection devices with alarms.

• Cost of installation and maintenance is virtually no object.

Degree 3: (Integrity somewhat less than Degree 1 but has many of the same features.)

• Detection devices installed or installable on site when needed but not necesarily monitored continuously.

Degree 5: (Least expensive option.)

• Installation will satisfy most requirements at moderate cost.

• If leak testing is required, it must be done by means not permanently instal

Degrees 2 and 4 are intermediate categories which have some of the features ocategories on either side.

The hierarchy system described above is used to express current opinion abouintegrity of several elements of a drain system.

Note that the evaluations herein do not compare costs of alternative materials osystems. A final decision on which to use must be based on a risk analysis andcomparison as well as the evaluations listed here.

562 Recommended Procedure for New Drain Selection1. Select degree of integrity required, considering:

– Drainage material handled.– Location of drain.– Environmental consequences of a leak, etc.

2. Select suitable materials:

– Eliminate non-candidates.– Observe limiting factors (e.g., sizes available).– Compare costs.

3. For drain material selected, select suitable joint type. Consider:



ne

the -

ls

– Degree of integrity required.– Cost.

4. If secondary containment is required, select method of containment.

5. If leak detection is required, select system.

A final selection of all components of the drain system may require more than oiteration of the above steps.

570 Miscellaneous Data

571 Abbreviations, Acronyms, and Symbols

Symbols

Acronyms of Organizations and Codes

572 Rainfall DataThis Section gives tables of rainfall intensity versus duration and frequency for locations listed below. The data in Figure 500-32 were derived from the information in References [26], [27], and [28].

California

Bakersfield/Cymric/McKittrick/Kern River/TaftEl SegundoGaviotaRichmond

Colorado

Rangely

AASHTO American Association of State Highway and Transportation Officia

API American Petroleum Institute

AREA American Railway Engineering Association

AWWA American Water Works Association

NFPA National Fire Protection Association

UBC Uniform Building Code

UPC Uniform Plumbing Code

USGS United States Geological Survey



Hawaii

Barbers Point/Honolulu

Louisiana

Venice/Leeville/Oak Point/Morgan City/Cameron(combined with Orange/Port Arthur, Texas)

Mississippi

Pascagoula

New Jersey

Perth Amboy

Ohio

Marietta

Oregon

Willbridge

Pennsylvania

Philadelphia

Texas

Cedar Bayou/Houston/Mont BelvieuEl PasoOrange/Port Arthur

Utah

Salt Lake City

Washington

Kennewick

Wyoming

EvanstonRock Springs



Fig. 500-32 Rainfall Tables (1 of 9)

BAKERSFIELD/CYMRIC/MCKITTRICK/ KERN RIVER/TAFT, CALIFORNIA

Rainfall Intensity (in./hr.)EL SEGUNDO, CALIFORNIA

Rainfall Intensity (in./hr.)

Duration(min).

Return Period Duration(min.)

Return Period

5-yr. 10-yr. 25-yr. 5-yr. 10-yr. 25-yr.

5.0 1.06 1.29 1.56 5.0 2.37 2.92 3.57

5.5 1.03 1.25 1.51 5.5 2.29 2.83 3.45

6.0 1.00 1.21 1.46 6.0 2.22 2.74 3.34

6.5 0.97 1.18 1.42 6.5 2.16 2.66 3.25

7.0 0.94 1.15 1.38 7.0 2.10 2.59 3.16

7.5 0.92 1.12 1.35 7.5 2.05 2.53 3.08

8.0 0.90 1.09 1.32 8.0 2.00 2.47 3.01

8.5 0.88 1.07 1.29 8.5 1.96 2.41 2.95

9.0 0.86 1.05 1.26 9.0 1.92 2.36 2.88

9.5 0.84 1.02 1.24 9.5 1.88 2.31 2.82

10.0 0.83 1.00 1.21 10.0 1.84 2.27 2.77

11.0 0.80 0.97 1.17 11.0 1.77 2.19 2.67

12.0 0.77 0.93 1.13 12.0 1.71 2.11 2.57

13.0 0.74 0.90 1.09 13.0 1.66 2.04 2.49

14.0 0.72 0.87 1.06 14.0 1.60 1.98 2.41

15.0 0.70 0.85 1.02 15.0 1.56 1.92 2.34

20.0 0.61 0.74 0.89 20.0 1.35 1.67 2.04

25.0 0.54 0.65 0.79 25.0 1.20 1.48 1.81

30.0 0.48 0.59 0.71 30.0 1.08 1.33 1.62

40.0 0.40 0.49 0.59 40.0 0.90 1.10 1.35

50.0 0.35 0.42 0.51 50.0 0.77 0.95 1.16

60.0 0.31 0.37 0.45 60.0 0.68 0.84 1.03



GAVIOTA, CALIFORNIA Rainfall Intensity (in./hr.)

RICHMOND, CALIFORNIA Rainfall Intensity (in./hr.)

Duration(min.)

Return Period Duration (min.)

Return Period

5-yr. 10-yr. 25-yr. 5-yr. 10-yr. 25-yr.

5.0 2.91 3.49 4.16 5.0 1.94 2.30 2.70

5.5 2.81 3.37 4.02 5.5 1.88 2.22 2.61

6.0 2.72 3.27 3.89 6.0 1.82 2.15 2.53

6.5 2.65 3.17 3.78 6.5 1.77 2.09 2.46

7.0 2.58 3.09 3.68 7.0 1.72 2.04 2.39

7.5 2.51 3.01 3.59 7.5 1.68 1.99 2.33

8.0 2.45 2.94 3.51 8.0 1.64 1.94 2.28

8.5 2.40 2.88 3.43 8.5 1.61 1.90 2.23

9.0 2.35 2.82 3.36 9.0 1.57 1.86 2.18

9.5 2.30 2.76 3.29 9.5 1.54 1.82 2.14

10.0 2.26 2.71 3.23 10.0 1.51 1.78 2.09

11.0 2.17 2.61 3.11 11.0 1.45 1.72 2.02

12.0 2.10 2.52 3.00 12.0 1.40 1.66 1.95

13.0 2.03 2.43 2.90 13.0 1.36 1.60 1.88

14.0 1.96 2.36 2.81 14.0 1.31 1.55 1.82

15.0 1.90 2.29 2.72 15.0 1.27 1.51 1.77

20.0 1.66 1.99 2.37 20.0 1.11 1.31 1.54

25.0 1.47 1.76 2.10 25.0 0.98 1.16 1.36

30.0 1.32 1.58 1.89 30.0 0.88 1.04 1.23

40.0 1.10 1.32 1.57 40.0 0.73 0.87 1.02

50.0 0.94 1.13 1.35 50.0 0.63 0.74 0.87

60.0 0.84 1.00 1.19 60.0 0.56 0.66 0.78




RANGELY, COLORADO Rainfall Intensity (in./hr.)

BARBERS POINT, HAWAII Rainfall Intensity (in./hr.)

Duration (min.)


Return Period

5-yr. 10-yr. 25-yr. 2-yr. 10-yr. 50-yr.

5.0 2.40 2.74 3.10 5.0 3.49 5.65 6.97

5.5 2.32 2.64 3.00 5.5 3.37 5.46 6.75

6.0 2.25 2.56 2.91 6.0 3.28 5.31 6.56

6.5 2.19 2.49 2.82 6.5 3.20 5.18 6.39

7.0 2.13 2.42 2.75 7.0 3.12 5.06 6.25

7.5 2.08 2.36 2.68 7.5 3.06 4.95 6.11

8.0 2.03 2.31 2.62 8.0 3.00 4.85 5.99

8.5 1.98 2.26 2.56 8.5 2.94 4.76 5.88

9.0 1.94 2.21 2.51 9.0 2.89 4.67 5.77

9.5 1.90 2.17 2.45 9.5 2.83 4.59 5.67

10.0 1.86 2.12 2.41 10.0 2.79 4.51 5.57

11.0 1.79 2.04 2.32 11.0 2.69 4.36 5.39

12.0 1.73 1.97 2.24 12.0 2.61 4.22 5.21

13.0 1.67 1.91 2.16 13.0 2.52 4.09 5.05

14.0 1.62 1.85 2.10 14.0 2.45 3.96 4.89

15.0 1.57 1.79 2.03 15.0 2.37 3.84 4.74

20.0 1.37 1.56 1.77 20.0 2.04 3.31 4.09

25.0 1.21 1.38 1.57 25.0 1.78 2.88 3.56

30.0 1.09 1.24 1.41 30.0 1.57 2.54 3.14

40.0 0.91 1.03 1.17 40.0 1.29 2.08 2.57

50.0 0.78 0.89 1.01 50.0 1.14 1.85 2.28

60.0 0.69 0.79 0.89 60.0 1.10 1.78 2.20




PASCAGOULA, MISSISSIPPI Rainfall Intensity (in./hr.)

PERTH AMBOY, NEW JERSEY Rainfall Intensity (in./hr.)

Duration (min.)


Return Period

5-yr. 10-yr. 25-yr. 5-yr. 10-yr. 25-yr.

5.0 7.39 8.24 9.33 5.0 5.79 6.64 7.72

5.5 7.32 8.19 9.28 5.5 5.64 6.48 7.56

6.0 7.23 8.09 9.19 6.0 5.49 6.33 7.40

6.5 7.11 7.97 9.06 6.5 5.36 6.19 7.25

7.0 6.99 7.83 8.91 7.0 5.23 6.05 7.09

7.5 6.86 7.69 8.75 7.5 5.10 5.92 6.95

8.0 6.73 7.55 8.59 8.0 4.99 5.79 6.81

8.5 6.61 7.41 8.43 8.5 4.87 5.67 6.67

9.0 6.48 7.27 8.27 9.0 4.77 5.55 6.54

9.5 6.36 7.14 8.12 9.5 4.67 5.44 6.42

10.0 6.25 7.01 7.97 10.0 4.57 5.33 6.30

11.0 6.03 6.77 7.70 11.0 4.40 5.13 6.07

12.0 5.84 6.55 7.45 12.0 4.24 4.95 5.86

13.0 5.66 6.35 7.23 13.0 4.09 4.79 5.67

14.0 5.50 6.17 7.03 14.0 3.95 4.63 5.49

15.0 5.35 6.01 6.85 15.0 3.83 4.49 5.33

20.0 4.78 5.40 6.19 20.0 3.32 3.91 4.65

25.0 4.40 5.00 5.77 25.0 2.95 3.48 4.15

30.0 4.11 4.71 5.47 30.0 2.66 3.15 3.76

40.0 3.66 4.23 4.97 40.0 2.25 2.66 3.19

50.0 3.24 3.76 4.43 50.0 1.95 2.31 2.77

60.0 2.80 3.24 3.80 60.0 1.72 2.04 2.45




MARIETTA, OHIO Rainfall Intensity (in./hr.)

WILLBRIDGE, OREGON Rainfall Intensity (in./hr.)

Duration (min.)


Return Period

5-yr. 10-yr. 25-yr. 5-yr. 10-yr. 25-yr.

5.0 5.71 6.51 7.52 5.0 1.11 1.21 1.32

5.5 5.55 6.34 7.34 5.5 1.07 1.17 1.27

6.0 5.39 6.18 7.17 6.0 1.04 1.14 1.23

6.5 5.26 6.03 7.02 6.5 1.01 1.10 1.20

7.0 5.13 5.90 6.87 7.0 0.98 1.08 1.17

7.5 5.01 5.77 6.73 7.5 0.96 1.05 1.14

8.0 4.90 5.64 6.60 8.0 0.94 1.02 1.11

8.5 4.79 5.53 6.47 8.5 0.92 1.00 1.09

9.0 4.69 5.42 6.34 9.0 0.90 0.98 1.06

9.5 4.59 5.31 6.23 9.5 0.88 0.96 1.04

10.0 4.50 5.21 6.11 10.0 0.86 0.94 1.02

11.0 4.33 5.02 5.90 11.0 0.83 0.91 0.98

12.0 4.17 4.84 5.70 12.0 0.80 0.88 0.95

13.0 4.03 4.68 5.51 13.0 0.77 0.85 0.92

14.0 3.89 4.53 5.33 14.0 0.75 0.82 0.89

15.0 3.76 4.38 5.17 15.0 0.73 0.80 0.86

20.0 3.23 3.77 4.46 20.0 0.63 0.69 0.75

25.0 2.82 3.31 3.92 25.0 0.56 0.61 0.67

30.0 2.51 2.94 3.49 30.0 0.50 0.55 0.60

40.0 2.05 2.41 2.88 40.0 0.42 0.46 0.50

50.0 1.76 2.07 2.48 50.0 0.36 0.39 0.43

60.0 1.58 1.86 2.22 60.0 0.32 0.35 0.38




PHILADELPHIA, PENNSYLVANIARainfall Intensity (in./hr.)

ORANGE/PORT ARTHUR, TEXAS AND ST. JAMES/VENICE/LEEVILLE/OAK POINT/MORGAN-

CITY/CAMERON, LOUISIANARainfall Intensity (in./hr.)

Duration (min.)


Return Period

5-yr. 10-yr. 25-yr. 5-yr. 10-yr. 25-yr.

5.0 5.96 6.81 7.89 5.0 7.49 8.38 9.51

5.5 5.81 6.66 7.75 5.5 7.45 8.35 9.49

6.0 5.66 6.52 7.61 6.0 7.38 8.28 9.41

6.5 5.53 6.38 7.47 6.5 7.29 8.17 9.30

7.0 5.40 6.25 7.33 7.0 7.18 8.06 9.17

7.5 5.28 6.12 7.19 7.5 7.07 7.93 9.02

8.0 5.17 6.00 7.06 8.0 6.96 7.80 8.87

8.5 5.06 5.89 6.93 8.5 6.84 7.67 8.71

9.0 4.96 5.77 6.81 9.0 6.73 7.53 8.56

9.5 4.86 5.66 6.69 9.5 6.61 7.41 8.41

10.0 4.76 5.56 6.58 10.0 6.51 7.28 8.27

11.0 4.59 5.36 6.35 11.0 6.30 7.05 8.00

12.0 4.42 5.18 6.15 12.0 6.11 6.83 7.75

13.0 4.27 5.01 5.95 13.0 5.93 6.63 7.53

14.0 4.13 4.85 5.77 14.0 5.77 6.45 7.33

15.0 4.00 4.71 5.60 15.0 5.62 6.29 7.14

20.0 3.46 4.09 4.89 20.0 5.02 5.65 6.46

25.0 3.06 3.62 4.34 25.0 4.60 5.22 6.01

30.0 2.74 3.26 3.91 30.0 4.28 4.90 5.69

40.0 2.29 2.72 3.27 40.0 3.77 4.38 5.14

50.0 1.98 2.36 2.84 50.0 3.34 3.89 4.59

60.0 1.76 2.10 2.53 60.0 2.90 3.36 3.94




EL PASO, TEXASRainfall Intensity (in./hr.)

HOUSTON/BAYTOWN/CEDAR BAYOU/MONT BELVIEU, TEXAS

Rainfall Intensity (in./hr.)

Duration (min.)


Return Period

5-yr. 10-yr. 25-yr. 5-yr. 10-yr. 25-yr.

5.0 3.71 4.41 5.29 5.0 7.36 8.19 9.25

5.5 3.67 4.38 5.29 5.5 7.28 8.13 9.21

6.0 3.62 4.35 5.27 6.0 7.18 8.04 9.12

6.5 3.58 4.31 5.24 6.5 7.06 7.92 9.00

7.0 3.53 4.27 5.21 7.0 6.94 7.78 8.85

7.5 3.48 4.22 5.17 7.5 6.81 7.64 8.70

8.0 3.43 4.18 5.13 8.0 6.68 7.50 8.54

8.5 3.38 4.13 5.08 8.5 6.55 7.36 8.38

9.0 3.33 4.08 5.03 9.0 6.43 7.22 8.23

9.5 3.28 4.03 4.97 9.5 6.31 7.09 8.08

10.0 3.23 3.98 4.92 10.0 6.20 6.96 7.93

11.0 3.14 3.87 4.81 11.0 5.98 6.72 7.66

12.0 3.05 3.77 4.69 12.0 5.78 6.50 7.42

13.0 2.96 3.67 4.57 13.0 5.61 6.31 7.20

14.0 2.87 3.57 4.45 14.0 5.44 6.13 7.00

15.0 2.79 3.47 4.33 15.0 5.30 5.97 6.82

20.0 2.44 3.03 3.78 20.0 4.73 5.37 6.17

25.0 2.16 2.66 3.31 25.0 4.35 4.97 5.76

30.0 1.93 2.37 2.92 30.0 4.06 4.68 5.46

40.0 1.60 1.93 2.35 40.0 3.61 4.21 4.96

50.0 1.38 1.66 2.02 50.0 3.20 3.74 4.43

60.0 1.24 1.51 1.85 60.0 2.77 3.22 3.80




SALT LAKE CITY, UTAHRainfall Intensity (in./hr.)

KENNEWICK, WASHINGTONRainfall Intensity (in./hr.)

Duration (min.)


Return Period

5-yr. 10-yr. 25-yr. 5-yr. 10-yr. 25-yr.

5.0 2.22 2.63 3.09 5.0 1.36 1.72 2.15

5.5 2.15 2.54 2.99 5.5 1.31 1.66 2.08

6.0 2.08 2.46 2.90 6.0 1.27 1.61 2.01

6.5 2.02 2.39 2.82 6.5 1.23 1.56 1.96

7.0 1.97 2.33 2.74 7.0 1.20 1.52 1.91

7.5 1.92 2.27 2.67 7.5 1.17 1.49 1.86

8.0 1.87 2.22 2.61 8.0 1.14 1.45 1.82

8.5 1.83 2.17 2.55 8.5 1.12 1.42 1.77

9.0 1.79 2.12 2.50 9.0 1.10 1.39 1.74

9.5 1.76 2.08 2.45 9.5 1.07 1.36 1.70

10.0 1.72 2.04 2.40 10.0 1.05 1.33 1.67

11.0 1.66 1.96 2.31 11.0 1.01 1.28 1.61

12.0 1.60 1.90 2.23 12.0 0.98 1.24 1.55

13.0 1.55 1.83 2.16 13.0 0.95 1.20 1.50

14.0 1.50 1.78 2.09 14.0 0.92 1.16 1.45

15.0 1.45 1.72 2.03 15.0 0.89 1.13 1.41

20.0 1.27 1.50 1.77 20.0 0.77 0.98 1.23

25.0 1.12 1.33 1.56 25.0 0.69 0.87 1.09

30.0 1.01 1.19 1.41 30.0 0.62 0.78 0.98

40.0 0.84 0.99 1.17 40.0 0.51 0.65 0.81

50.0 0.72 0.85 1.00 50.0 0.44 0.56 0.70

60.0 0.64 0.76 0.89 60.0 0.39 0.49 0.62




CARTER CREEK GAS PLANT, WYOMINGRainfall Intensity (in./hr.)

ROCK SPRINGS, WYOMINGRainfall Intensity (in./hr.)

Duration (min.)


Return Period

5-yr. 10-yr. 25-yr. 5-yr. 10-yr. 25-yr.

5.0 1.56 1.85 2.17 5.0 1.37 1.67 2.02

5.5 1.51 1.78 2.10 5.5 1.32 1.61 1.95

6.0 1.46 1.73 2.04 6.0 1.28 1.56 1.89

6.5 1.42 1.68 1.98 6.5 1.24 1.52 1.84

7.0 1.38 1.64 1.93 7.0 1.21 1.48 1.79

7.5 1.35 1.60 1.88 7.5 1.18 1.44 1.74

8.0 1.31 1.56 1.84 8.0 1.15 1.41 1.70

8.5 1.29 1.52 1.79 8.5 1.13 1.38 1.67

9.0 1.26 1.49 1.76 9.0 1.10 1.35 1.63

9.5 1.23 1.46 1.72 9.5 1.08 1.32 1.60

10.0 1.21 1.43 1.69 10.0 1.06 1.29 1.57

11.0 1.16 1.38 1.63 11.0 1.02 1.25 1.51

12.0 1.12 1.33 1.57 12.0 0.98 1.20 1.46

13.0 1.09 1.29 1.52 13.0 0.95 1.16 1.41

14.0 1.05 1.25 1.47 14.0 0.92 1.13 1.36

15.0 1.02 1.21 1.42 15.0 0.89 1.09 1.32

20.0 0.89 1.05 1.24 20.0 0.78 0.95 1.15

25.0 0.79 0.93 1.10 25.0 0.69 0.84 1.02

30.0 0.71 0.84 0.99 30.0 0.62 0.76 0.92

40.0 0.59 0.70 0.82 40.0 0.51 0.63 0.76

50.0 0.50 0.60 0.71 50.0 0.44 0.54 0.65

60.0 0.45 0.53 0.62 60.0 0.39 0.48 0.58




573 Model SpecificationCIV-MS-4747 Construction of Underground Drainage Systems is located in the Specification section of this manual.

574 Standard Drawings and Engineering FormsYou can use the following standard drawings and engineering forms as part of your bid package or just to help generate ideas. These are located in the Standard Draw-ings and Forms section.

575 Standards and CodesIn addition to the Standards and Codes listed below, note also items listed in Section 580, “Library References” in the Civil and Structural Manual Vol. I.

Reference should also be made to specification CIV-MS-4747 Construction of Underground Drainage Systems (in Vol. II).

Codes and Restrictions:ANSI/ASME B31.3 Chemical Plant and Petroleum Refinery Piping.

HDPE, PVC, ABS, PP shall not be used in flammable service above ground and shall be safeguarded in other service.

FRP shall be safeguarded when used in toxic or flammable fluid service.

Metal-to-nonmetal should be flat faced with full faced gaskets preferred.

Does not allow lap joint flanges for severe cyclic service.

ANSI/ASME B31.4 Liquid Transportation Systems for Hydrocarbons, Liquid Petro-leum Gas, Anhydrous Ammonia, and Alcohols.

Nonmetallics are not allowed for liquid transportation systems for Hydrocar-bons, LPG, Anhydrous NH3, or Alcohol.

Material Standards:ASTM D 1248 Polyethylene Plastics Molding and Extrusion Materials

ASTM D 3350 Polyethylene Plastics Pipe and Fittings Material

CIV-EF-411 Manholes For Drainage System

CIV-EF-611 Drainage Details

GC-S78325 Standard Cast Iron Catch Basin

GD-S99992 Standard Fabricated Steel Catch Basin

GF-S99943 Design/Construction Details for Sumps, Pump Foundations and Drainage Surfaces in Sulfuric Acid and Sodium Hydroxide Service



ASTM D 2581 Polybutylene Plastics Molding and Extrusion Materials

Piping Standards:ASTM D 2104 PE Plastic Pipe, Schedule 40

ASTM D 2239 PE Plastic Pipe, SDR-PR

ASTM D 2447 PE Plastic Pipe, Sch. 40 & 80 based on O.D.

ASTM D 2683 Socket Type Fittings for O.D. controlled PE Pipe

ASTM D 2609 Plastic Insert Fittings

ASTM D 2513 Thermoplastic Gas Pressure Pipe, Tubing and Fittings

ASTM D 2737 PE Plastic Tubing

ASTM D 3035 PE Plastic Pipe (SDR-PR), O.D. Controlled

ASTM D 3261 Butt Heat Fusion PE Fittings for PE Plastic Pipe and Fittings

ASTM D 3281 PE Fittings, Butt Type

ASTM F 405 Corrugated Tubing & Fittings

ASTM F 714 PE Plastic Pipe (SDR-PR) based on O.D.

ASTM F 894 PE Large Diameter Profile Wall Sewer and Drain Pipe

APE Spec 15LE PE Line Pipe

AWWA C 901 PE Pressure Pipe, Tubing and Fittings, 1/2” through 3” for Water

CSA B137.1-M PE Pipe, Tubing, and Fittings for Cold Water Pressure Services

CGSB 41-GP-25M Pipe, PE for the Transport of Fluids

ASTM D 2662 PB Plastic Pipe (SDR-PR)

ASTM D 2666 PB Plastic Tubing

ASTM D 3000 PB Plastic Pipe (SDR-PR) based on O.D.

ASTM D 3309 PB Hot/Cold Water Systems

ASTM F 809 Large Diameter PB

AWWA C 902 PB Pressure Pipe, Tubing and Fittings, 1/2” through 3” for Water

AWWA C 900 PVC Pressure Pipe for Water

ASTM D 2241 PVC Plastic Pipe SDR-PR

ASTM D 2466 PVC Fittings, Sch. 40

ASTM D 2672 PVC Pipe, Belled End

ASTM D 2564 Solvents for PVC



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ASTM D 3138 Solvent Cements for ABS-PVC Transitions

ASTM D 2665 PVC DWV Pipe and Fittings

ASTM D 2949 3" PVC Thin Wall DWV Pipe

ASTM D 3311 DWV Fitting Patterns

ASTM D 2729 PVC Drain Pipe & Fittings

ASTM D 3033 PVC Sewer Pipe & Fittings, PSP

ASTM D 3034 PVC Sewer Pipe & Fittings, PSM

ASTM D 1785 PVC Plastic Pipe, Sch. 40-80

ASTM D 2740 PVC Plastic Tubing

ASTM D 2846 CPVC Hot/Cold Water Systems

ASTM F 441 CPVC Pipe, Sch. 40-80

ASTM F 442 CPVC Pipe, SDR-PR

ASTM F 493 Solvent Cements for CPVC Piping

ASTM F 438 CPVC Fittings, Sch. 40

ASTM D 2282 ABS Pipe, SDR-PR

ASTM D 468 ABS Fittings, Sch. 40

ASTM D 2661 ABS DWV Pipe and Fittings

ASTM D 2235 Solvent Cements for ABS Piping

ASTM F 628 ABS Foam Core DWV

ASTM D 2751 ABS Sewer Pipe & Fittings

Installation Standards:ASTM D 2321 Underground Installation of Flexible Thermoplastic Sewer Pipe

ASTM D 2774 Underground Installation of Thermoplastic Pressure Piping

ASTM F 585 Insertion of Flexible PE Pipe into Existing Sewers

ASTM F 690 Underground Installation of Thermoplastic Pressure Piping IrrigatiSystems

ASAE S 376 Design, Installation and Performance of Underground ThermoplasIrrigation Pipe lines (1980)



d

576 Sources of InformationAmerican Society for Testing and Materials (ASTM)1916 Race StreetPhiladelphia, PA 19103

American Water Works Association (AWWA)6666 West Quincy AvenueDenver, CO 80235

American Petroleum Institute (API)300 Corrigan Tower BuildingDallas, TX 75201

American Society of Agricultural Engineers (ASAE)2950 Niles RoadSt. Joseph, MI 49085

Canadian Standards Association (CSA)178 Rexdale BoulevardRexdale, Ontario, Canada M9W 1R3

Department of Transportation (DOT)Office of Pipeline Safety Regulations400 7th Street, S.W.Washington, D.C. 20590

Canadian General Standards Board (CGSB)88 Metcalfe StreetOttawa, Canada K1A OS5

National Sanitation Foundation (NSF)3745 Plymouth RoadP.O. Box 1468Ann Arbor, MI 48106

American National Standards Institute, Inc. (ANSI)1430 BroadwayNew York, NY 10018

The American Society of Mechanical Engineers345 East 47th StreetNew York, NY 10017

Publications: ASME22 Law Drive, Box 2300Fairfield, NJ 07007-2300

Ref: Several publications on drainage fittings and systems in the A112 anthe B16 series of standards.



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Plastics Pipe InstituteWayne Interchange Plaza II155 Route 46 WestWayne, NJ 07470(201) 812-9076

The Society of the Plastics Industry, Inc.Literature Sales Department1275 K Street, N.W.Washington, D.C. 20005(202) 371-5200(800) 541-0736

U.S. Nuclear Regulatory CommissionOffice of Nuclear Reactor RegulationWashington, D.C. 20555

577 Vendors and Contractors

Note Vendors and contractors on the following lists have been grouped basedproduct or service offered.

• Pipe materials• Double containment piping• Trough containment• Leak detection• Drain inspection and leak repair

It should be recognized that some firms offer more than one product or service may be on more than one list.

Ref: Engineering Basics of Plastic Piping.This is a good general explanation of the different kinds of plastic pip

Ref: Polyolefin Piping. Covers design and construction of polyolefin (e.g., polyethylene) piping.

Ref: Plastic Piping and Joining Material. Relates to plastic pipe (PVC, PE, etc.) in water supply service.

Ref: National Specification for Fiberglass Pipe.

Ref: Specification Guideline for Fiberglass Pipe Systems for Oil and Gas Service.

Ref: NUREG-0800 Standard Review Plan. 9.3.3. Equipment and Floor Drainage System. This document indicatthe minimum requirements of the Commission with respect to containment of floor drainage in nuclear facilities.



Fig. 500-33 Pipe Materials Vendors (1 of 2)

Company Services Offered

Ameron Concrete Pipe Group10100 West Linne RoadTracy, CA 95376Tel: 209-836-5050FAX: 209-832-2115

Concrete Drain Pipe

American Cast Iron Pipe2020 Hurley Way, Suite 490Sacramento, CA 95825-3244Tel: 916-924-8404FAX: 916-924-3801

Cast Iron and Ductile Iron Pipe

U.S. Pipe and Foundry Co.Box 10406Birmingham, AL 35202Tel: 205-254-7000

Cast Iron and Ductile Iron Pipe

Spirolite Corporation (a Chevron product)4094 Blue Ridge Industrial ParkwayNorcross, GA 30071Tel: 404-497-2309

Special shape, polyethylene drain pipeAlso used for slip lining

Advanced Drainage Systems Inc. (ADS)3300 Riverside DriveColumbus, OH 43221Tel: 614-457-3051

Special shape, polyethylene drain pipe

DOW Chemical U.S.A.P. O. Box 927Bay City, MI 48706Tel: 800-233-7577FAX: 517-638-0522

Solid-wall HDPE pipe

PLEXCO Inc.1050 Busse HighwaySuite 200Bensenville, IL 60106Tel: 708-350-3700

Solid-wall HDPE pipe

Fibercast CompanyP. O. Box 968Sand Springs, OK 74063Tel: 918-245-6651

Fiberglass reinforced plastic pipe

Smith Fiberglass Products Inc.(subsidiary of A. O. Smith Corp.)2700 West 65th StreetLittle Rock, AR 72209Tel: 501-568-4010FAX: 501-568-4465

Fiberglass reinforced plastic pipe



HOBAS U.S.A. Inc.1413 Richey Rd.Houston, TX 77073Tel: 713-821-2200

800-856-7473FAX: 713-821-7715

Centrifugally cast fiberglass pipe

Johns-Manville PipeJ-M Manufacturing Co. Inc.1051 Sperry RoadStockton, CA 95206

Asbestos cement pipe PVC pipe

Fig. 500-33 Pipe Materials Vendors (2 of 2)


Fig. 500-34 Double Containment Piping (1 of 2)


Fibercast CompanyP. O. Box 968Sand Springs, OK 74063Tel: 918-245-6651or 800-331-4406FAX: 918-241-1143or: 800-365-7473

“Dualcast” double containment piping in fiberglass

Ameron, Fiberglass Pipe DivisionP. O. Box 801148Houston, TX 77280Tel: 713-690-7777FAX: 713-690-2842

Fiberglass double containment piping

Smith Fiberglass Products Inc.2700 West 65th StreetLittle Rock, AR 72209Tel: 501-568-4010FAX: 501-568-4465

Fiberglass double containment piping

Containment Technologies Corp.7901 Xerxes Avenue SouthMinneapolis, MN 55431Tel: 612-881-0072FAX: 612-884-4911

Secondary containment pipe and fittings (outer shell only) in HDPE

Total Containment Inc.306 Commerce DriveExton, PA 19341Tel: 215-524-9274

Secondary containment pipe and fittings (outer shell only)(See also: Leak Detection)



Ryan Herco Products Corp.P. O. Box 588Burbank, CA 91503or 9820 Kitty LaneOakland, CA 94603Tel: 510-633-1141FAX: 510-562-4905

Double containment piping in polyethylene

Fig. 500-34 Double Containment Piping (2 of 2)


Fig. 500-35 Trough Containment


Fiber-Trench Inc.45581 Industrial Place, #1Fremont, CA 94538Tel: 510-490-2333FAX: 510-490-3306

Fiberglass trenches for secondary containment systems

Western Fiberglass, Inc.1555 Copperhill ParkwaySanta Rosa, CA 95403Tel: 707-523-2050FAX: 707-523-2046

Fiberglass trenches for secondary containment systems

MPC Containment System4834 South OakleyChicago, IL 60609Tel: 312-927-4120or 800-621-0146FAX: 312-650-6028

Polyurethane rubber sheeting and other material for trench liners

Fig. 500-36 Drain Inspection, Relining and Leak Repair (1 of 3)


Miller Pipeline Corp.Products and Services DivisionP. O. Box 34141Indianapolis, IN 46234Tel: 317-293-0278or 800-428-3742

Internal SealsExternal SealsPipeline CleaningXPANDITTV InspectionHDPE Slip lining



PLCS Inc.27 Roland AvenueMt. Laurel, NJ 08054Tel: 609-722-1333FAX: 609-273-9723

Contractor for installing WECO or In-weg internal seals in drains

Insituform of North America Inc.1770 Kirby Parkway3rd Floor, Suite 300Memphis, TN 38138Tel: 901-363-2105FAX: 901-365-3906

In-place internal relining of drain linesTV inspection

Cues, Inc.3501 Vineland RoadOrlando, FL 32811Tel: 407-849-0190or 800-327-7791

TV internal inspectionDrain cleaningInternal joint repairGrout sealingSlip liningSewer manhole sealing

Brand Precision (previously Hydro Services)610 Industrial WaySuite BBenecia, CA 94510Tel: 707-745-0501FAX: 707-745-0510

(same services as Cues, above)

Cherne Industries Inc.5700 LincolnEdina, MN 55436Tel: 612-933-5501FAX: 612-938-6601

TV InspectionInternal Joint Sealing, by grout and mechanical

PLS InternationalP. O. Box 35168Cleveland, OH 44135Tel: 216-252-7770FAX: 216-252-7792

TV Camera internal inspection of drain lines

Sub Tronic Corp.4070 Nelson Ave., Ste. EConcord, CA 94520Tel: 510-686-3747FAX: 510-686-5281

TV Camera internal inspection of drain lines

Rodding Cleaning Services Inc.2585 Nicholson StreetSan Leandro, CA 94577-4276Tel: 510-357-8875

TV Camera InspectionsSewer cleaningSlip liningGrouting from internal for leaks





Olympus Industrial4 Nevada DriveLake Success, NY 11042Tel: 516-488-5888FAX: 516-488-3973

Internal Inspection by fiber optics

Dowell Schlumberger Inc.Industrial Service Division145 Industrial Blvd.Sugarland, TX 77478Tel: 713-275-8400FAX: 713-995-0913

“Swage-Lining,” i.e., internal relining with Polyethylene

PLEXCO Inc.1050 Bussy HwyBensenville, IL 60106Tel: 708-350-3810

Slip lining with Polyethylene



Fig. 500-37 Leak Detection by Various Methods (1 of 3)


Heath Consultants Incorporated9030 W. Monroe Rd.Houston, TX 77061Tel: 713-947-9292FAX: 713-947-0422

Leak detection and location by various methodsTV camera internal inspection

Teledyne Control ApplicationsLASP Products Division3401 Shiloh RoadP. O. Box 469007Garland, TX 75046-9007Tel: 214-271-2561FAX: 214-271-0223

Pipeline leak detection by in-place sensor tubing For hydrocarbon leaks

Raychem CorporationChemelex Division300 Constitution DriveMenlo Park, CA 94025-1164Tel: 415-361-4602FAX: 415-361-3904

Leak detection by various means in double pipe or trench containment systems

Total Containment Inc.306 Commerce DriveExton, PA 19341Tel: 215-524-9274

Leak detection in double-wall pipes, tanks, troughs, etc. (See also Double Containment Piping)



Ronan Engineering CompanyP. O. Box 127521200 Oxnard StreetWoodland Hills, CA 91367Tel: 818-883-5211FAX: 818-992-6435

Leak detection by several means

W. L. Gore and Associates Inc.4747 Beautiful LanePhoenix, AZ 85044Tel: 602-431-0077

Leak detection by special sensor cables

Universal Sensors and Devices Inc.9205 Alabama Ave., Unit CChatsworth, CA 91311Tel: 818-998-7121

Leak detection of various types for underground tanks and double containment piping

Bacharach Inc.625 Alpha DrivePittsburgh, PA 15238-2878Tel: 412-963-2000FAX: 412-963-2091

Gas detectors for gas leaks

Owens/Corning Fiberglas Corp.Fiberglas TowerToledo, OH 43659Tel: 419-248-8000

Water-finding dipstick

Environmental Instruments5650 Imhoff Dr., Suite AConcord, CA 94520Tel: 510-686-4474or 800-648-9355

Various leak detection systems

West Coast LocatorsP. O. Box 1810-TSan Jose, CA 95109-1810Tel: 408-294-9368FAX: 408-971-3581

Leak detection by various means. TV camera inspec-tion

Tracer Research Corporation3855 North Business Center DriveTucson, AZ 85705Tel: 602-888-9400

Leak detection by injection and detection of tracer gas





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578 Flat Slab Protection Recommendations

Crack Sealing Methods for Chemically Resistant Thick Film Concrete CoatingsThere are basically four types of cracks encountered in concrete floors and wal

• Control Joints, placed to form weak planes and to help control the location cracking.

• Expansion or Isolation Joints, placed to allow for expansion or movement odifferent parts of a structure.

• Construction Joints, where work was interrupted.

• True Cracks, formed through shrinkage or movement of the structure.

All types of joints and cracks can initiate cracks that will propagate through a coating and destroy the integrity of the coating.

Cracks, Construction Joints and Non-Working JointsTight cracks, construction joints, control joints, and open cracks which are non-working (not moving) can all be dealt with in a similar manner. If the cracks or joints are moving significantly, they must be treated in a similar manner to expasion joints. The main idea is to isolate and reinforce the brittle coating from the high stresses associated with a crack. If the coating system is un-reinforced, th12- to 24-inches of reinforcing is needed across the joint. The reinforcing helpsspread the stresses over a larger area. Methods A, B, and C in Figure 500-38 sthree ways of covering non-working cracks.

Method A is for a chopped strand or continuous glass mat reinforced coating. Tcrack is isolated from the coating simply by placing a strip of bond breaker tape(duct tape is sometimes used) over the crack. This spreads the load of any sligmovements over a two- or three-inch wide strip instead of concentrating the streat the crack.

Method B is a variation of Method A for unreinforced coatings. A strip of bond breaker is used to isolate a reinforced section of coating from the crack.

Geophysical Survey Systems Inc.13 Klein DriveP. O. Box 97North Salem, NH 03073-0097Tel: 603-893-1109or 800-524-3011FAX: 603-889-3984

Leak detection by various means





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Method C is probably the best system. A 12- to 24- inch (18 inches is recom-mended by one manufacturer) strip of reinforced flexible coating is applied overcrack. The flexible coating has little or no chemical resistance, so the resistant coating is applied over it.

Method D (Figure 500-38) shows open cracks and control joints (where a saw chas been made, or a scribed line placed in the concrete) and can use one of thsystems described above once the open joint is filled with an elastomeric joint sealer.

Expansion and Working JointsAny joint that moves is difficult to seal with total confidence. The three systems shown here all involve compromises, may not always work, but allow the joint tohave some flexibility. The system should be chosen based on the amount of moment and type of service. New designs proposed by the contractor or coatings facturer should be considered for these types of joints.

Method E (Figure 500-39) involves sealing the expansion joint with a chemicallyresistant flexible material (flexible epoxy). The coating system is applied to the entire surface except in the joints. Then the joints are filled with backup materiafollowed by sealant. The flexible joint sealer must be chosen based on its enviroment (chemical and/or solvents).

Method F (Figure 500-39) creates an expansion loop in the lining. The lining is rein-forced to give it flexural strength. This system is most suitable for joints with smmovements where there is a need for high integrity.

Method G (Figure 500-39) is a variation of Method A where the coating is applinto the joint. A foam backer rod (50% larger than the crack) is used as the bacmaterial for a chemically resistant elastomeric joint compound. (Bond breaker tis not normally required because the joint sealant usually does not adhere to thbacker rod.)



ry

580 Library ReferencesMost of the books and articles listed here are available in the Corporation Libraor through their inter-library services.

1. Fire Protection Manual

Summary: This is Chevron Corporation’s general reference manual on fire prevention and loss reduction. It covers fire protection through design, construction, operation, and maintenance. It also discusses fire control andextinguishment.

2. Linsley, Ray K. and Franzini, Joe B. Water Resources Engineering, 3rd ed., McGraw-Hill, 1979.

Summary: This is a general textbook with information on materials, hydrau-lics, strength, construction, etc.

3. Izzard, C. F. “Hydraulics of Runoff from Developed Surfaces,” Proc. Highway Res. Board, 26 (1946), 129-150.

Fig. 500-38 Cracks, Construction Joints, and Non-working Joints

Fig. 500-39 Expansion and Working Joints



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A. ints,

Summary: This technical paper describes research results on rainfall overlaflow.

4. McPherson, M. B. “Some Notes on the Rational Method of Storm Drain Design,” ASCE Urban Water Resources Research Program Technical Memo-randum, 6 (1969).

Summary: This paper is a comprehensive review of the Rational Method (history and background, problems, correct usage, alternatives.)

5. Design and Construction of Sanitary and Storm Sewers (WPCF Manual of Practice No. 9 and ASCE Manual on Engineering Practice No. 37). American Society of Civil Engineers and Water Pollution Control Federation, 1982.

Summary: This is excellent reference on many drainage topics.

6. Flammable and Combustible Liquids Code, 30, Quincy, MA: National Fire Protection Association, 1984.

Summary: This Code outlines requirements for handling of flammable liquidincluding drainage of many kinds of facilities that handle such liquids. It is often included in local regulations.

7. Merritt, Fred S., ed. Standard Handbook for Civil Engineers, 3rd ed. McGraw-Hill, 1983.

Summary: This all-inclusive handbook includes information on general drainage, culvert design, sanitary sewers, construction, etc. It also covers sdard train wheel loads.

8. Design and Construction of LP-Gas Installations at Marine and Pipeline Terminals, Natural Gas Processing Plants, Refineries, and Tank Farms APIStandard 2510, 5th ed. New York: American Petroleum Institute, 1985.

Summary: Gives requirements for the design and construction of facilities handling liquefied petroleum gas.

9. 29 Code of Federal Regulations Chapter XVII Part 1910.

Summary: This contains regulations governing the design of facilities that handle hazardous materials such as flammable and combustible liquids (Section 106) and LPG (Section 110.)

10. Concrete Pressure Pipe Manual No. M9. American Water Works Association, 1979.

Summary: This is part of a series of good references published by the AWWIt covers the basics of RCP and CCP materials, manufacturing methods, jodetails, design, installation, etc.

11. Piping Manual, Section 1100, Non-metallic Piping.

Summary: This section provides information on joints, material properties, handling, etc. of plastic and cement pipe.



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12. Design Practice L-134-8, Pipe for Water Service.

Summary: This archived design guide provides information on material proties, coatings, linings, joints, and hydraulic characteristics of cast iron, asbecement, concrete, and steel pipe.

13. Standard Specifications for Highway Bridges, 13th ed. Washington D.C.: American Association of State Highway and Transportation Officials, 1986.

Summary: This book contains specifications for the design and constructionhighway bridges and appurtenances. Topics related to drainage include stadard truck designations and wheel loads, and culvert design and constructimethods.

14. Manual for Railway Engineering. Chicago: American Railway Engineering Association, 1981.

Summary: This covers virtually every aspect of railway engineering design.The section on culvert design beneath railways might be helpful.

15. Standard Specifications. North Highlands, CA: State of California Departmenof Transportation, 1984.

Summary: These specifications cover the materials and construction of higways and highway appurtenances. They include drainage and sewer faciliti

16. Viessman, Warren et. al. Introduction to Hydrology. 2nd ed. Harper and Row, 1977.

Summary: This is a basic textbook on hydrology. It includes a review of theRational Formula and discusses other methods of estimating peak runoff flrates.

17. Winterkorn, Hans F. and Fang, H. eds. Foundation Engineering Handbook. Van Nostrand Reinhold, 1975.

Summary: The section on buried structures in this geotechnical engineeringbook tells how to design buried pipe loaded by soil and vehicles.

18. Design Practice L-134-17, Computer Program PIPEFLEX 2 Stress AnalysiPiping Systems.

Summary: This Company design guide tells how to use the computer progrto find stresses in pipe from internal pressure, temperature, displacements,external loads.

19. Roark, Ray J. and Young, Warren C. Formulas for Stress and Strain, 5th ed. McGraw-Hill, 1975.

Summary: A standard reference for mechanical engineers, this book gives extensive tables of formulas for the calculation of stresses in pipes under various loadings.



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20. Akan, A. Osman Kinematic-Wave Method for Peak Runoff Estimates, Amer-ican Society of Civil Engineers, Journal of Transportation Engineering, Vol. 111, No. 4, July, 1985.

Summary: A technical paper that gives several very practical formulas for oland flow time (for use with the Rational Formula.) The paper gives formulafor plain, flat slopes; flat slopes intercepted by gutters; converging slopes; aothers.

21. 40 Code of Federal Regulations Part 60 and 61.

Standards of Performance for New Stationary Sources Subpart QQQ, VolaOrganic Compounds Emissions from Petroleum Refinery Wastewater Syste(40 CFR § 60.692-2), requires all process drains to have water seals and ajunction boxes to be covered. Junction boxes may have a vent pipe, but it mbe at least three feet long, and less than four inches in diameter.

The National Emission Standard for Hazardous Air Pollutants Subpart FF, National Emission Standard for Benzene Waste Operations (40 CFR § 61.3applies to facilities at which the total annual benzene quantity from facility waste is more than 10 megagrams per year or aqueous waste streams aretreated to a total of 6 megagrams per year of benzene. Process drains subthis standard must have water seals, and manholes must have covers that emissions less than 500 ppm above background levels. Junction boxes mucovered and may have a vent pipe, but it must be at least three feet long, lethan four inches in diameter, and emissions from the vent pipe must be controlled.

22. Coatings Manual.

23. Corrosion Prevention Manual.

24. Safety In Designs Manual. (SID)

25. Airport Drainage Advisory Circular No. 150/5320-5B. United States Depart-ment of Transportation Federal Aviation Administration, July 1970.

Summary: This circular provides guidance for the design and maintenanceairport drainage systems. It includes nomographs for flow in open channelsand an equation for calculating overland flow time for use with the RationalFormula.

26. NOAA Technical Memorandum NWS Hydro-35, 5 to 60 Minute PrecipitatioFrequency for the Eastern and Central United States, 1977.

Summary: Gives intensity-duration-frequency information for use with the Rational Formula. Gives rainfall-frequency values for durations of 5, 15, and60 minutes at return periods of 2 and 100 years for 37 states from North Dakota to Texas and eastward. Equations are given to derive 10- and 30-mvalues for return periods between 2 and 100 years.

27. NOAA Atlas 2, Precipitation-Frequency Atlas of the Western United States,Volumes I - XI, 1973.



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Summary: Gives intensity-duration-frequency information for use with the Rational Formula. Covers states not included in Reference [28] (except Alaand Hawaii.)

28. Rainfall Frequency Study for Oahu, Report R-73, State of Hawaii, Departmof Land and Natural Resources, Division of Water and Land Development, 1984.

Summary: Gives intensity-duration-frequency information for use with the Rational Formula.

29. Uniform Plumbing Code. International Conference of Plumbing and Mechan-ical Officials, 1985.

Summary: Gives provisions for the design and installation of plumbing systems. Typically adopted by local regulatory agencies on the West Coastthe United States. Cited here for septic system provisions in Appendix I.


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