Handbook for Pvc Pipes

ii

TABLE OF CONTENTS

Preface .

Division 1, General Information

Chapler I, Polyvinyl Chloride (PVC) Pipe 1

Chapter II, Material Properties 7PVC Pipe Compounds 8El:lstomcric Seal Compounds 15

Chapler III, Resistance [0 Aggressive Environments 17Corrosion Rcsistanl.:C I gChemic:!l Resistanl.:e 22Therll1:11 Effects , , 49

l3iological At tal.:k , , ' ' 50Weathering , , , , 51AbrasIOn .. , , . , , 52Tuberl.:ulat[on , , , .. , , , 54

Chapler IV, I've Pipe ~bnufal.:lUling Jnu Testing , 59

M:lIllJ f;" turlll); Processes. . .. . ,............... . 60

Standards for PI:lstH;s Piping. . 67

PVC; Pipe Tes! ing , 79Quali fil.:a tion Tcsls , , 80Quality Control Tests and IllSpe...:t1on 85

Quality ,\ssurancc Tests S8

Test Certification and Warranty 88Packaging anu Shipping 90

Division 2, Design

Chapler V, Design 95

Published Design Guides and Recommendations 96Static and Dynamic Loadings 99Internal Hydrostatic Pressure 99Surge Pressures 112Superimposed Loads 119Flexible PIpe Theories ..................................•. 136Longitudinal Bending 165Support Spacing 181

iii

TABLE OF CONTENTS - Continued

Chapter V, Design (Continued)Expansion and Contraction 185Hydraulics 188Application Precautions 214

Division 3."Construction

Chapter VI, Construction 232Receiving, Storage and H1ndling :232Joint Assembly 236Inst~llation 23t)Appurtenances 25..J.Casings 207St:rvkc Connections 2(jt)Tcs.ting antllnspcction . . . . . . . . . . . . . . . . . . . . . . 272

ArpcmHx 1 - Typical Properties of Elastotllcri..: Compollnd:-- . . . . ...~.\·l·2.sS

2. • Maximum Usc Temperature for PVC Pipe. . .. 2S(1

.3 • Support Spacin~ for Suspcnded Horizont:tl PVC PIpe

Fi1Icd with Water ..... _. . . . . . . . . . . . . . . . . . . . 2:)7

4 - Effects of Cold \Veather on PVC Pipe 2t:B

5 . PVC PIpe Dimensions _ 2lJ 1

Index 297

GENERAL INFORMATION

SUlllmary of Historical and Background Inform:ltion,

Raw "Iaterial Properties and Characteristics.

Resistance to Aggressive Exposures. and

Description of Manufacturing and Testing Procedures.

HANDBOOK OF PVC PIPE

CHAPTER I

POLYVINYL CHLORIDE (PVC) PIPE

PVC pipe provides today's advanced world many significant benefits

developed through modern technology. Polyvinyl chloride material is

truly one of mankind's substantial achievements, a man-made thermoplastic

construction material which, in a practical sense, can be considered nearly

inert when exposed to a vast array of chemical agents including most acids,

alkalies, fuel's, and corrosives. With further consideration of PVC's light

weight, high strength-to-weight ratio, exceptional durability, great resili

ency and other unique thermoplastic properties, the great benefits afforded

by PVC pipe are casily appreciated. Modern technology has provided our

world with PVC pipe. a deSl~ned product based on reliability ond durabJiny.

;,\ ,\, ,,. .. OTO COU1'T[:" ... 0"Cr:t1TAI""Tl:l:O cO ...·O"ATIO ...

The history or PVC pipe is varied and colorrul. Although accepted

today as a mature product based on pro\'en technology, in its early years

PVC pipe was more commonl,. considered a "child prodigy" in the piping

industry.

Polyvinyl chloride was discovered in the waning years or the nine

teenth century. Its birth was not particularly glamorous. Scientists ob

serving a newly created organic chemical gas, vinyl chloride (C2 H3 Cl),

discovered that when exposed to sunlight this gaseous material reacted

strangely. The chemical reaction which ensued resulted in the creation ofan off-white accumulation or solid material in the bottom of their lest

tubes. The scientists had observed simple polymerization or the basic

creation of a new plastic material, polyvinyl chloridc. Subsequcnt investi

gation of the new polymer at first created great excitement and, somewhat

later, great disappointment. The scientists were astonished by the incredi-

CHAITER 1- POLYVINYL CHLORIDE (pVC) PIPE

ble new plastic matenal which seemed nearly inert to most chemicals and,

in fact. virtually indestructible. However, they soon found the material

so resistant to change that they were forced to concede that it couid not

be easily formed or processed into useable applications. Soon thereafter,

PVC was termed another of science's great discoveries without an apparent

application, and the world forgot about the unique new plastic.

Not until the 1920's did curiosity again bring polyvinyl chlorideinto the limelight. Scientists in Europe and America launched into ex

tended efforts which eventually brought PVC plastics to the modern world.

Technology, world wide but particularly in Germany, slowly evolved for

the use of PVC in its un plasticized, rigid form which today is used in thc

vast production of extruded and molded rigid profiles. In the middle

1930·s. C;;'rman scit:ntisb and cllgilh:t:r::. dcvdoped and produced lirnited

quantitIes of PVC pIpe. Some of the PVC pip,· lines insLdkd at that rime

continul' today to pro\'ilk S:ltisr~lL'tory Sl·fVicc.III ;1 s",'!1sI'. tll!'" PV'C piJK' industry C:lll b,,' ,:onsidl..'fCd ;1 "\v:n 'o':'1:b).',"

III till' \\;lllltlg years or World \Var II. lIll' :\\1:\ pOWl'rs led by lIiller\., ThirdRl'icl1 hl'g:lll to lalll'l :lllli Llij :IS tlie :llf suprl'm:l-:Y or llll' :\!ill't! pCFWt:l":-;

S:IPIWd .-\\.1:-" sln:ngllJ. 'I he pain 01 llnlh;ndil1~ del'cat was kit c:J.rly in

C;\.'rlll;lllY·;" citll'S Whh:ll 1I;u.1 bCl'1l bOlllhL:d n:k'lltk:s~I,Y. ThL'lr people \VCl't.'

ahlt,: to survivl..' in d~lllla,l!L'd bllildin~s and fubbh:. but they cuuld nol ClHllb~lt

till' par:l!ysis wllich sL'l ill WilL'!l tilL' bombing dcstroyL'd JJ1Udl 01 their \vatcr

and SL'\\'\.:r systems. TilL' crisis \Vas further comj1ounc.kd by till' da!ll~lgc

done by tile AI!ies to the Rullr and Sa,,,. Germany's sources of iron or~" and

mincrals vital to the manufacturc of conventional piping products.

In this chaos. tllc German scientists and engineers turned to poly

vinyl chloride. In response to their crisis. the Germans mobilized G new

industry. The PVC pipe industry was born.Today, PVC pipe has become a signilicant factor in piping markets

throughout the world. Over the years. tile PVC pipe industry in North

America has grown and matured. By 1976, manufacturers of PVC pipe in

the United States were able to provide a production capacity in excess of1.5 billion pounds per year of PVC pipe.

Although today many organizations have recognized the benefits

of PVC pipe and have written standards for the product, the foundation

for North America's plastics standards was established and built since the

1940's by ASTM, the American Society for Testing and Materials. ASTMis an organization of concerned conSlimcrs~ producers. and individuals

with general interest who work together to develop consensus standards

PVC PIPE INDUSTRY GROWTH

CHAJ:TER I - POL\''VINYL CHLORiDE (¥>vq PIPE

nicipal water main. The American Public Works Association (AP'VWA) hasdeveloped a series of regional standards for the proper use ofP\lC pipe.In an ever increasing number of plumbing and building code organizations,PVC pipe has been accepted as a viable piping product. The "{Jni-BellPlastic Pipe Association was formed in 1971 and has provided tS':cnnicalservice, research and development, and support in standards development.(See Uni-Bell Recommended Standards.) Many other associatiQ:ffis andorganizations have written excellent standards for PVC pipe. (See ChapterIV - Product Specifications.)

The PVC pipe ind ustry hasbeen nurtured, trained, disciplined.and guided by a host of fine organizations, associ~ttions. agencks andindividuals as it has grown andmatured. With the invaluabkopportunity to karn frOIll the mislakes of its predecessors, the PVCpipe industry has bl:t:n able to as

sume a rl:spomibk. nwturt: position in North All1erica. orrcring rdiabik anddurable pipe products to owners. l:ngineers, contractors. operator>. a:nd (hl~

great consumer public ... PVC pipl', a tried and proVt:n. desi~rll:d en::::.iml:cr-~ ~

ing material.

1<)80J<J!liJ 'J 11.

1~/v

<Jl

~ 1.5<:<Jl

'"c-o:u>c....J

<=22<

<Jl

'"-'"" 2.0o<JlZo..J-'

'"

for a vast varidy of industry products. :\s the members of r\ST,\l worked·to devC'1op !lood standards for PVC pip~'. th~'y observed closely tlledlortsof ISO, the III tc rn;lt ional Standards 0 rgan il.~ltion, \VII ich prcparl'S rna Ill' oftile standards uSt~d in Europe and Asia.

[n thl' years since the !:til' 1950's wht:l1 AST~1 ('ommitlt:e D20 all

Plastics commenced de\'clopill~ standards for PVC pipe, much Jws occurredas tile in dust ry mat urecl. Till' llydrost at ic Design Stress Com mi ttee 0 f thePlastics Pipe Institute (1'1'1) developed a reliable mt:ans of determining thelong-term strength of PVC pressure pipe. At tile request of the thermoplastic pipe industry, the National Sanitation Foundation (NSF) in 1951began developing a listing and testing service :1S an independent laboratorycertifying that various plastic pipe products are properly manufactured tomeet acceptable standards. NSF initially began by testing and certifyingplastic pipe for potable water service in 1959. Significant in the accept.mceof PVC pipe was the publishing of standards in the years from the late1950's to the early 1970's by the U.S. Department of Commerce (Commercial Standards and Public Standards) and by the U.S. Department ofHousing and Urban Development. ASTi\I Committee F17 on Thermoplastic Piping Systems grew out of ASTM Subcommittee D20.17 and wasformed to concentrate specifically on standards development for the plasticpipe industry. The American Water Works Association (AWWA) established a Standards Committee on Thermoplastic Pipe in 1968 which afterseven vears of hard work succp.p.rlp.c1 in rlpvplr"lnina " C"t.,,,rl,,,rrl fA" pur ~".


CHAPTER [

BIBLIOGRAPHY

I. "AIVIVA Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4 inch Through12 inch for Water AWWA C900." American Water Works Association, Denver,Colordo (I975).

2. Bulkey, Charles W., Robert G. Morin, and Alan J. Stockwell. "Vinyl Polymers andCopolymers." Modern Plastics Encyclopedia 1968, v. 45: No. 14A (Oct. 1968)p.336.

3. Henson, J. H. L. and A. Whelan. DCI'clopmel/ls il/ PVC Techl/%gy, NationalCollege of Rubber Technology, London (February 1973).

4. ~esbcitt, W. D, "PVC Pipe in WJtCf 1J1::>[ribulion: RdiJbility :mtl Durability."Amcrit:aIl WJtcr Works Assocbtion JourI1:d, Y. 67, no. 10 (ItJ75l p. 576,

5. PenH, W. S. PVC TccJll/ulugy. Wiley IrltCl::',:ICIll.:C, :\ DiVJ::,lutl of John Wiley ;llIJ

Sons. Inc., \cw York (jtJ{)7).

(1. "Poly (VlIlyl Chloridt:) (PVC) Pl:t~tlc Plplll!' Lksign ;!lld II1\[all:l[lOll:' PPI'I t.'ch·IIkal Report. PPI . TRI3. Pb:>.IIC:- PlJll' 111~Ii!LJ1L'. Nrw York. New '/ork (i\ll~u:-'I

1'J73 ).

7. Til:dclll;lIl. W:l!lcr D. ":\ Study or Plastic Pipe rOf Pot;lhk \bll:] SupplJc~:' N;IIJollal

S;lIlitalion Fnullt!atioll. Ann /\11>01. i\llclll).::IlJ (1955).

CHAPTER 1I

~I ATE R I A L I' R 0 PER TIE S

The Buildiug Blocks of Uni·lkll Joint PVC Pipe

arc PVC alld Elastolllcric Compounds

CHAPTER If - MATERIAL PROPERTIES

of footwear. Flexibles may be usedin production of hose. Rigids areused in the production of PVC pipe.

Rigid PVC compounds arecombinations of PVC resin, stabilizer,lubrican ts and ex tenders with modifiers added for special property response. Rigid compounds preparedfor PVC pipe extrusion are carefully

PHOYQ COURTz;.SY OF

CERTAIN'THO CORPORATION. designed and developed to provide

specific properties required In a PVC pipingproduct, It should be noted tbat relatively hightensik sIre ngt h and a high strength-to-wcigh tr:.ltio are needed for PVC pr~'ssure and sewerpipe; conseq Uc ntly. the com po und docs notcontain plasticizLTs as llsed in the l11anUfaLlurcof marL' fkxibk products.

Rigid I've PlP~' compounds tlt:sign~t1 forIransport of pUI:lbk w:Iler must mccl crileri:lbas\,.'d on toxicological and ()rg~lI1okp(ic (tasteand odOr) propcrlks monitored by the 1\ation:JiS:mit:ilion Foundation (NSF) :Illd mllst illl.'t:!desiSIl Sll\'SS properties as deillunstrated by longIeI'm tt:stin~ uIHlt:r ilydroslati.: pr~s5urc, lIydrostatic [)esi~n Stress ratingsare established after 10.000 hours of hydrost:ltic testing.

To de fille the basic prope rt ies 0 I' PVC com pounds. tilL' AmericanSocit.:' ty for TL'5t ing and tvl ate rials (ASTI\1) establishl.'d st:llld ard spL'cifiL'a tio nD178..1-. tlw "Standard Specification for Rig.id Poly (Vin)'l Chloride) andChlorinated Poly (Vinyl Chloride) Compounds'" This specification makespossible a five-digit cell class designation system which describes minimumcharacteristic physical properties for a particular compound . .-\ letter suffixis used to designate chemical resistance,

CHAPTER II

MATERIAL PROPERTIES

PVC pipe with Uni-Bell joints derives properties and characteristicsas a modem piping prod uet from the basic properties of its raw materialcomponents. Essentially, PVC pipe with gasketed joints is manufacturedfrom two basic polymeric materials - PVC extrusion compounds andelastomeric seal compounds. A brief summary of the material propertiesfor these"compound s provides solid fou ndation for good understand ingand appreciation of PVC pipe properties, its capabilities :.md limitations.


PVC PIPE COi\IPOUNDS~lanufacturers of PVC pipe purdldS~' r~lW Illatai:il~ tJ~l'd in produc

tion of thl' pipe in OIlL' or two forms. Th~'Y call purcha~e PVC \..'xtrusion• compound pre-hkntkd COlllllll'fcially in prl'p~Jr;llion 1'01' plpl.' l':\!rLlsion. or

they can purcllasl' b~lsic PVC resin alld prepare I h~'il' own Ifl-pl~lnt hklllkdL'olllpounds for PVC pip\..' l'\;.trusion. ~l()s( 11l:ljor 1l1:llllILldurcl's pun:lt:lsl'PVC r\..'sin and COml1lellCl' thcir lllalllll"adurillg prou:sses wlll1 lilc pn:p~lr:l

tion or PVC pipe ext rusion compounds.PVC n:sin, thl..' basic huilding block or PVC pipe. is derIVed esscntially

from natural gas or petrokulll, salt W:ltel'. and air. [11 its fin:d form. prepared ror processing into PVC pipe compound. it resembles granulatedsugar in appearance and tex ture. PVC resin offc rs excl'11c nt physica I.chemical. mechanical. and electrical properties for PVC pipe: ]lOwcver.wi thou t add )tional processi ng into ex trusioncompound, it cannot be extruded successfully'into finished PVC pipe. PVC resin. produced by

any of the COlllmon manut~lcturing processes bulk, suspension, or emulsion processes - isuseless until compounded, that is, combinedwith heat stabilizers, lubricants, and otberingredients.

In general, compounds made from PVCresins comprise three types ... plastisols, f1exibles, and rigids. Each compound type is used inthe manufacture of different types of PVCproducts. Plastisols may be used in production

CHAPTER H - MATERIAL PROl'EEUIES

AST,',! DI711-1, American Sueicll' for lc~lillg and .\l;llcrials. I'JI!, Race ::'1" l'hli;ldcJphl".. I'A19103

B45...

The manner in which selected materials are identified by this classification system IS iJIustrated by a Class 12454·B rigid PVC compound ha\'ing the following requirement:;'. (seeTables I and 2):

TABLE 2 - SUFFIX DESIGNATION FOR CHEMICAL RESISTA[\;CESolution ABC D

FIGURE 1EXAMPLE - CLASS REQUIREMENTS

Class I 2

Idelltificatioll: ~Poly(vinyl chloride) homopolymer

Properly and Minimum Valuc:Impact strength (fzod) {34.7 JIm (0.65 ft. - Ibflin»Tensile strength (48.3 MPa (7000 psi»-------- ----l

Modulus of elasticity in tension (2758 MPa (400,000 psi)-------_-1Deflection temperature under load (70 C (158 F»- --'

Chemical resistance (meets the requirements of SulJix Bin Table 2)-------------------- --.J

Non: The cell'lype format providc~ the rne;lfl~ for idenliJication ;,nJ cJo,e char;H;t>~riza.lion and specification of maleri;,1 properlie~, alone or in combln;ltltln, fur a hroad ranG.'': ofm:Herials. 'Jhis type furm;ll. howcv~r, I~ wbjecl 10 pm~ibJe /ll1,,,pplic"IHH'I ,mCt unobtaInableproperly cO/llbinatlon, can be ~elt:clcJ ii th~ u'el is Illli brnil!;l! wlth CUIl\ll1crcially avadabkmatcriah. The manufacturer should be c{)fl~LJlted,

Table 2 tkfirws IllJl1JIllUrn chelllkaJ resistance n:quin':ll1ents for ~)VC

compounds, The ktter suffix, In gC1H:r;tl. describes various levels of rC'"sistance to oil and to sulfuric acid in weak or strong concl;ntr:ltions.

H~SOI (93 pcrccnt)-14 tbys immersion at 55 2 C:Ch,lnge in weight:

NA'Increase. max, percent 1.0' 5.0' 25.0Decrease. max, percent 0.1' 0.1' 0.1 "NA

Change in flexural yield strength:Increase. max, percent 5.0' 5.0' 5.0 ;NADecrease, max. percent 5.0' 25.0' 50.0 NA

H~SOI (80 percent)-30 days immersion at 60 2 C:Change in weight:

Increase, max, percent NA NA 5.0 115.0Decrease. max. percent NA NA 5.0 0.1

Change in flexural yield strength:Increase, max, percent NA NA 15.0 25.0Decrease, max. percent NA NA 15.0 25.0

ASTM Oil No.3-3D days immersion at 23 C:Change in weight:

Increase, max, percent 0.5 1.0 1.0 ~O.ODecrease. max, percent 0.5 1.0 1.0 0.1

< Specimens washed in running water and dried by an air blost or other mechanical me-~nsshall show no sweating within 2 h after removal from the acid oath.

> NA = not applicable.

ASTM D1784, American Society for Tesling and Materials, 191(\ Race SI., Philadelphia, PA19103

.~ '-

'!.>

'{; ~....~ ;:j.If> 'J:'"l '-.0 ::: -::J

~

~.~.,

~,5: v, :; ..- ~.

" ~

y

;;~

c.... v. ~ $"~ ; ~. "".;, "". ..

y

t- v; ~x

~ ~~...; '" c. "".., c .;, ~ ..'I V '/ \/ -/ '/

-:::l ~ "0

'" ~·u 'v0

~ ~7~

TABLE 3 - PVC PIPE i\IATERIAL CODES

FIGURE 2 _ EXAMPLE - PVC PIPE l\lATERIAL CODE

]2454·BI2454·C11443·ll1-1333·D132.13234·17·Jj15223·11

Class [romTable ]

Type r. Grade ]Type I. Gr:Jde 2Type 1, Grade _,Type 1J. Grade IT)pe JlJ. Gr:llk I'f HC JV, Gr;,dc I'f ype V. Grade I

TABLE 4 - COMPARISON OF FORMER AND NEW DESIGNAT10NS

Former Commercial Type andGrade from Former Specification

D 1784 - 65 T

AS'!.\l DJ71\·l, :\Jllcric;1ll SUCIeIY for 'J l;o,ling and \hlcri',h 1'II (, J,"'I:" SI I'II'J· 1 I ". f' \!':I103 " '"' . - .. 1 ,IlCprJJa. I

CHAPTER 11 - MATERIAL PRO';1'ERTIES

Comparison of \hc PVC Pipe Material Codes with the current cellclassification system as defined in ASTjI,l D1784 is presented in Tflble 4.

PVC compounds can be produced in vast variety: however, theproperties afforded by specific compounds may be easily identifi-ed and

compared with standard requirements by defining the appropriate cellclassifications for the compounds.

,\llllOllgh manllr,!(;tllrtT~ may proridl' sublk rariatiuns ill PV( pipeC01ll p,oUJlds willlill tilL' limits of st,lIld;ml l"l'<juin:llll'llls, PVC l'onlpHllld~

used In thL' m,llluJ"acllln: or PVC pipc genn,lIly 1;1I11nlo threL' gl'llt:ral~'bssi

fiL-atiolls. Table S describes typical average propntks or three compuundsl"Olllfllonly tlsl'd in the PVC pipL' industry, Tlll'sl.: <:Dmpollnds ~lrL' de~i~';]alcu

as; (I) normal impact compounds blended with minimum k\'cJs 0(- addi

tives. (2) high impact compounds. and (3) high modulus compounds.

o2

(I) PVC Type I, Grade I. with a hydrostatic design stress of 2,000 psi for \V,lter at 23 DC(73.4 OF), designated as PVC! 120.

(2) PVC Type 1. Grade 2, with a hydrostatic design stress of 2.000 psi for water at 23 DC(73.4 oF), tksignated as PVCI220,

(3) PVC Type II. Gr,lde I. with a hydrostatic dcsign stress of 1.000 psi for wiltCr at 23°C(73.4 OF), designated as PVC21 10.

C4) PVC Type II, Grade 1, with a hydrostatic design stress of 1.250 psi for waler al 23 DC(73.4 OF), designated as PVC2112.

(5) PVC Typc II, Grade L with a hydrostatic design stress of 1,600 psi for water at 23 DC(73.4 OF), designated as PVC2I 16.

(6) PVC Type II, Grade I, with a hydroslatic design stress of 2,000 psi for water at 23 DC(73.4 OF), designated as PVC2120,

(7) CPVC Type IV, Grade 1. with a hrdrostatic design strcss of 1.600 psi for warer al23 'c (73.4 OF), designated as CI'VC4116.

(8) CPVC Type IV, Grade I, with a hydrostatic design slress of 2,000 psi for Water al23 'C (73.4 OF), designated as CPVC4120.

As shown in Figur~ 2. tilt: pbs lic pi pc Il1:1tl'ria I code C)scn (ia II)' dc

lIncd threc pror~rties or a designatcd PVC compound: (J} i1llP:1Cl slrength.(2} chemical rcsistance, and l3} hydrostatic lksigll stress. ill units or 100psi, Pigure 2 shows IJ OW till' Ill:! teria I cotk descri hed till' spel-i fic pro perl il:s

for a g,iwll PVC pipe compoulld.(0111111On plastic pipe material codes used prior to th:..' rl'vision 01'

ASTi\! D 1784 to permit specificatioll of PVC compound propnlics by cellclassification arc listed in Table 3 - PVC Pipe }.1ater'lal Codc:'>. It I11mt bl:emphasized t ila t spcci rica ti on 0 f PVC COIll POtill cls by rna terial codes wasrendered obsolete when the presellt cell classificalion system was developed.

The manner in which selected materials are identified by this materi.i1 code is illustrated by aPVC 1120 compound having the following requirements:

Material Code PVC I

IDENTIFICATION I IPolyvinyl Chloride homopolymer----------Type I - impact strength (1200) {3.J.7 Inl

(0.65 ft. Ibc!in)) minimuml--------------Grade 1 _ chemical resistance - as defined under

Suffix B in Table 2---------------------'Hydrostatic De~ign Stres~, units of JUU psi--------------------'

A51:-'1, r\merlc:m Sutiet~' fur '['estin); and :-'laleri.l!s, I~J(, ICI<:e St.. I'hil.,ddphi;t, l'r\ I~J03

Prior to the development of the cell classification system PVCcompounds defined in ASTfvl D1784, PVC pipe compounds were spccil1ed

by means of a four-digit plastic pipe material code.

Hij:h HeadApplication50 f1. headand above

8

5

No cracks

15

20

15

20

13.11 (2000)

400

40-60

Low HeadAppliculion

belowSO (I. head

8

5

40·60

15

25

No cracks

15

20

8.3 (1200)

325

CHArTER Il - MATERIAL PROPERTIES

TABLE 6 - PHYSICAL REQUfREMEl\TS FOR ELASTOMERICSEALS FOR PLASTIC PIPE

(as defined in ASTM F~77)

Decrease in tensile stn:ngth,max. percent of original

Decrease in elongation, max.percent of original

Hardness, type A Durometer, max.increase, points

Change in volume, percent, max.

NOTE: . Elastomericcompowrds must flot react with or display deleterious eoects 011 PVCpipe, Elastomeric compoIlnds in corl/act with PVC pipe must flat promote or contribute tocrazing, cracking, pifling, or blistering in the PVC pipe wall. Staining of the PVC ill the areaof gasket corHacr is acceptable.

Elastomeric compounds for gaskets should nor promote (]T sustain microbiological growth.

ASTM F477, American Society for Testing and Materials, 1916 Race St., Philadelphia, PA19103

LASTO},fERIC SEA~Ol¥fPOUNDSElastomeric compounds used In manufacture of gaskets for gasketed

PVC pipe should comply in all respects with the physical requirementsspecified in ASTM F477. "Standard Specification for Elastomeric Seals(Gaskets) for Joining Plastic Pipe."

ASTM F477 specifies elastomeric seals used to seal joints of plasticused for gravity or low pressure and high pressure applications. Table

defines physical requirements for elastomeric seals for plastic pipe.

Elastomeric materials with more specific properties are generallyused by each pipe manufacturer. (See Appendix 1 - Typical Properties of

.. Elastomeric Compounds).

'V;Co

u 0~ =>.., N,., ,.,~ :6- =>o

N

=>.-1 =>0"'; 01++

N< < =>-- -- =>ZZ +

«<-- ---...zzz

u

UQ

l()l()

\C.t oc. ~ 00 0 ~.

V'~ ,..... ~I -r OX '"'T(" I \0 ....0 \.D r- V,

c66660

.....o

.5

:::

HASDllOOK OF PVC PIPE

CHAPTER II

BIBLIOGRAPHY

l. "PVC, Plastics Engineering Primer," Plastics Engineering, v. 29, No. 12 (December1973) p. 25.

2. "PVC Resins and Compounds." Allied Chemical Technical Bulletin. Allied Chemi·cal Corporation (October 1972).

3. "Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.ASTM F471." American Society for Testing and Materials, Philadelphia, Po. (1977).

4. "St:wd:lrd Specification for Poly (Vinyl Chloride) Resins. ASTi\1 DI756." AmericanSUL:iely for Testing :lnd 1\lalcri:.Jb, Phiiadclphi:L P;l.

5. "SI:llld:irJ Specification fur H..l~IJ Puly (Vlllyl Chl\lridc) ('tlmpuund" ;llld ChIDrill:l[~d1\11)' (VIllyl Cldullde) Compuund:... AST.\! Dj7S-L" :\m~ric:1I1 Stl,,'lt'ty lor Te;.,uug

:!lld ~1:J1t'rI;tl;.,. PhibJdphi:l. b. (I tJ7S).

b. }'carbo!I}; ilnd Dm:cfO/T. 'flit Lo;, All}!t:lt';" Rubhcl (~IOUp, Ill\.:, Lu:. Alll.'t'lc:... CJ!ILI I 'no I. .

CHAPTER HI

RESISTA"CE TO

AG G RES S I VEE" V I RON ~l EN 'I' S

Analysis of PVC Pipe Response to

Aggressive Exposures An t icipa ted

in Application of the Product


CHAPTER III

RESISTANCE TO AGGRESSIVE ENVIRONMENTS

The cost of piping systems is evaluated on the basis of cost for initial

materials, installation, operation, and repair or replacement over the systemlife. PVC pipe, in comparison with traditional piping products, excels whenlong-tenn durability and reliability are evaluated. However, as with alldesigned products, successful long-term performance of PVC pipe dependsupon prop~r system design, installation, and application. Although thepipe displays exceptional resistance to aggressive environments whichfrequently limit the operating life of other piping products, it is importantthat the r~sponse of PVC pipe to aggressive environments be understoodby owners, engineers: contractors, and operators.

Analysis of aggressive c:nvironments inherent in nature's as wdl asman's industrial environment can involve a broad scope. In this chapter,

resistance to aggressive environments for PVC piping prouucts have beensummarized in general categories:

I. Corrosion Resistance

2. Chemical Resislancc

3. Thcrmal ElTecb4. Rcsistance to l.liolo~ical Attack

5. Weathering Resistance6. Abrasion Rcsistance7. Tuberculation Resistance

CORROSION RESISTANCEThe cost of maintenance, repair, and replacement of underground

pipelines damaged by corrosion is estimated in the hundrcds of millions ofdollars expense incurred annually. The National Association of CorrosionEngineers and others have published many articles describing the typesand causes of corrosion with various recommended methods for preventionand cure. Much time and effort are expended in the design of metallicpiping systems to minimize the never ending attack by corrosion. Duringthe many years of system operation and maintenance, substantial cost is

incurred and effort is expended to prevent or diminish loss of system

service - gradual or catastrophic.PVC pipe is immune to nearly all types of corrosion experienced in

underground piping systems whether the corrosion is chemical or eleetro-

CHAPTER !II - RESISTANCE TO AGGRESSIVE ENVIRO>IMENTS

chemIcal in nature.::' polyvinyl chloride is a nonconductor, g:alvanicand electrochemical effects are non-existent in PVC piping systems. PVCpipe suffers no damage caused by attack from norma! or corrosive soils. In

consequence, no linings, coatings, or cathodic protection is required whenPVC pipe is used.

Proper evaluation of the non-eorrosive properties of PVC pipe canbest be accomplished after a brief summary of corrosion fundamentals.

It must be noted that some pipes may suffer corrosion calL5ed by

attack from the outside as well as the inside. In evaluation of corrosiveattack from the outside environment of a pipe, the three general types of

electrochemical corrosion experienced by metallic pipes should be defined:I. Corrosion caused by stray currenl electrolysis,) G~ivanic corrosion calls~d by dissimilar metal conveners,

and3. Galvanic corrosion cltlsed by differential electrolysis.

Tiles'.: types 01' corrosion an; characterized by the formation ofekclro!ytic cells. i\reas of differing ekctrical potential develop un tilesur!':lc\.' or the pipe due to chemic:11 and/or physical dirkn..:nces in or all

the JnL'tal. ('.g .. variation in composition within till' metal. IJirren..:r:H":cs ill

the surface film and/or difkrences from point to point in the conosive

medium arc also related to the development of anodic .1Ild cathodic ."."".These areas may be microscopic and in very close proximity, or they maybe lar~e and somewhat rcmote from onc another. !lowever, establishmcntof anodic and cathodic areas contributes directly to the creation of dectro

lytic cells which providc the necessary electro-ehemical reaction causingcorrosion through various forms of clectrolysis.

At the anode, positively charged metal ions go into solution. Theelectrons liberated through release of the ions 110w through the metal tothe cathode area. At the cathode, a reduction reaction takes plClce in

volving release of hydrogen ions. The circuit is completed as current 110wsthrough the electrolyte from the cathode to the anode. The rate of corro

sion is dependent upon the quantity of current 110wing, a condition whichis determined by the resistance of the electrolytic cell and the differencein electrical potential. The resistance may increase due to accumulation ofcorrosion products at the anode or deposition of hydrogen at the callhode.

The degree to which the cell is polarized, contributing to development ofelectrical potential. depends upon the soil chemistry·, i.e., the relative solubility of corrosion products and/or the presence of dissolved oxygen.

Current density, as determined by the ratio of anode area tfJ that


of the cathode. also has an important intluence on the corrosion process.

A small anode, e.g., a hole or holiday in a pipe coating, and a large cathode

tend to result in an increase in current density with a subsequent increase

in corrosion in the small anode area.There are other ways in wh.ich corrosion may attack the outside of

pipes without electrolysis. Acidic water within the soil environment may

contribute to the external corrosion of both metallic and cementitious

pipes. Industry has found it necessary to develop guidelines for such

service in an acidic environment when cement-based pipe products are

used. GUidelines have been established by the American Water Works

Association (AWWA) for selection of asbestos-cement pressure pipe to be

u$~d in ::m acidic ~n\,jronmcnt. (S('(':-\ \\'W:\ Standard C400 Forward.)The AWWA Standards Committee 1'01' Cas I Iron Pipe has established

"uiddinGs 1'01' Soil-Test Evalu:Jlion 1'01' C:ht :IIHI ductile iron pll,e. It shuuld

l)t.' Ilolt:d th~lt plastic skcyt..':-. have bt'L'll rCl:OI11JllL'l1lkd ror el1casemL'nt or

cast and ducrik iron pipL'S 1'01' protection III currosivL' t.:nvirOlltlll..'llb.

\\'lwrl: tilt: soils an; ~dkahnL' witll extrL'ml'i)' high sulralL' contL'llb.

COIH.:rt..'tL' pipe should ill' madt..' with sulfate rL'sist~lnt CL'lllcnts of Type II

or '[ype V Portland Celllen!. Where' th,' I'll uf the soil is less than 5.5.

both cOllcn:k and steel pipes should h.' prokd\:d frolll ;lllack hy cO;ltin!!s

or sacrifici:J1thickness.In consideration of tlll' large costs 01" extcrnal corrosioJl of pipes.

much work !l;JS been done to estimate cllL'clivc pipe service lik in corrosivesoils. The service lives of metal pipes and culverts have been established

for various common soil conditions by the State of California. Division of

Highways. In this study, charts and graphs arc provided to permit esti

mation of service life prior to metal perforation witll consideration given to

soil resistivity and water environment.Corrosion may also occur on the inside of some pipes conveying

aggressive waters and low hardness waters. Internal pipe corrosion affects

pipe strength and hydraulic !low characteristics. The Langelier Index or

Ryznar Index, which can be applied to the various waters. defines the

degree of aggressiveness or tendency of the water to corrode or encrustferrous pipes. Low hardness waters also attack non-ferrous metal pipes.

Various modified indexes are also used in assessing the corrosive effects of

different waters on different materials. Some municipalities have found

it necessary to treat their potable water supplies by adding polyphosphates,

adjusting the pH or increasing hardness to provide protection against

internal corrosion in water mains, service connections and home plumbing.

CIIAPTER III - RESISTANCE TO AGGRESSIVE E:-iVIRO:-i.IIENT'

Internal corrosion may also be minimized in some piping products

by use of protective liners. Cement lining is commonly required in steel,

cast and ductile iron pipe. Prestressed and reinforced concrete pipes

depend on the concrete encasement to protect the steel cylinder and/or

reinforcement bars. Coal tar enamels and various other coatings are com

monly used as liners in metal pipes.

In sewage collection lines, the internal corrosion of piping can be a

serious problem. Vitrified clay sewer pipe displays good resistance to

corrosion from sanitary sewage. In the same manner. PVC sewer pipe,

due to the high degree of resistance to most chemical attack afforded b)'polyvinyl chloride. also displays good resistance to corrosion from sanitar)'

scwagl...'.

Insioe corrosion or those SL'Wl..'r pipin1! marcri:JI~ m~:!1ul'actllrcd, in

part, from portland cement is c:lused by att~lt.:k from sullurl,": acid formedas a n:sult of the hydrogen sulfide cyck. Sk:.Im curing 0i' cL'mentitious

products :ll1d thL' tis\.' of special aggregates Gill improvL' ~h:.:!r \:orrusiull re

sistancl'. PVC and L'POXY Illlcrs arc av:libbk for solllL' oj th:..,~: products tuprotL'ct :Igaillst inlLTllal corrosion. Ilowl'\'l'r. in gcneral. plpL':-' or asbl'stos

ccmellt, concrete and Illcta! pipes with lilll'rS an.: not rl· ...-\.lnlllll'IHkd for

SlTVicl' whcn.: the ratl' or sulfilk gl'lll'ratiol1 is ilh:rc:lsl'd In' ltnv SI..'W:lgl' flow

vl'locities, high amhicllt tl'J1lper~llllres, :Jnd high sulri(!l' \:OlltCllt ill the

:-;e\\':lgC. PVC sewer pipcs ;\re not affected by sulfuric ;\cid III till' COllCl:Il

trations attaincd in sanitary st..'wcr systems, and thl:rcrore, the gCllcration

of hydrogen sulfide does not contribute to corrosion problems when PVC

sewer pipe is llsed.I-laving summarized the fundamentals of corrosion effect and con

trol. if should be emphasized that different water and sewer pipe products

provide corrosion resistance in varying degrees depending on applicationand environment. Care must be exercised when selecting piping products

for service applications to insure that corrosion is considered. When sub

stantial corrosive attack can be anticipated in an underground system,

PVC pipe can prol'idc substantial advantage in long-term system life and

operating cost. PVC pipe is considered immune to all forms of metalliccorrosion common to metallic pipe, to corrosion effected by aggressive

soils and waters, and to corrosion caused by chemical attack in common

sanitary sewer systems. PVC pipe can also be considered resistant to a

broad range of industrial chemicals and wastes which could damage or

destroy other piping products.

~zotpoo

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g 8Vl ....

".-.. ::rOCD..... .....,Zo'--' .......o

:::::5'uo

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o 0....., ....,"':;d<""n:::~~'C p........;:I (D

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°1'

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e.

TABLE 7 - GENERAL CHEMICAL RESISTANCE OF VARIOUS ELASTOMERS

Source: Th. los Angeles Rub~r Group, In~, 1970 Ye3rNx>1. .nJ [)"c~t.''1

The: rollowing p~gC's are olTercJ :15 a gentfJ! F:uiJ=- "nJ ir,.Ji;::;:tlicn (If f'''e- ",ui"t.Jhh~r vf \-:Hiou," tb\10mtr, in u~e too:J.)' for :LCf"cce in Ihesechclllic:lI"i :\nd ntlilt\, The ri1lin~1lj :Ire: b.I'i..Cd. (~~r the fllQ1t rJr:. 0:1 r'.:l'-lH~cJ htc%~tm"(' (If "':\Ii{,u\ r;'hm("f l,urJI'ic,\ ;-Int! ruhher manuhlc·lUrer' hut. in .IUlmc (;I'("\~ (he)" ;He Ih<: (LllHidcfCJ ~'1rtni\ln t,r ('\r-tnOCro;:fJ ' .....l\p..la'.lnl,. \\.(' (.H\lh~1 flU! :lO'CC" Ilu:"ir ,accUfACY n.or u...~umcroe~pon,ihtlit)· tor Wie Ihereof. :S~'WCrJI r~I;";I~}r'\ mu\t ah.. H \ t--.e C0n1.·~('~('j III U'IP~ :1 fU\'brr r-lll In i.rl \'h-"t'_ I he 010.. ( Jlup-oftans no,; \ .. c ~C'('

them arc:

I. rJt~ 7""mprrllWr( 0/ S(l~'-cr: Hi~her l..:mrc'r.ln~~t1 in';:'!'('Ji~ lhe- tITc.:t (,1 ~n "hcmi~;l.h on (hll)rn'C"rs The incrt;, ....c '-Mic:,. \\'idl Iht"polymcr ant! lhe chemicaL A CL'mr~)UnJ q'Ji!e "IHt.\~h: J.t r.;:w.,1-m tcmr~~:l.hUC nll~hl LIt! nl)!-cr:thly 2l.l dc'\'~ted t~mpC'r:l1Urc:.

2. CmrdiJimu of Saija'; A comp0unJ th,:u ~'''''c[ls bj~I!'lo' m~l=ht l~ln h'-f\.:rl~'!'1 ""ell ;\'l, ;'l l<UdlC ~;11 ycl (ail in :t;nr drn,amic nrplic:Hion.

3. 7'lu G"td( oj llt~ Po'ym(T: ,M.Jn)' IH'-('S ot rol~n'rt'r1. 3.fe ~".1II:,r!e jn dl!fncnl piiJC\ th.:\t ,-;uy pC'~\1I)' in chemical rc:si'Slnncc.

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IR OR

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RATING SYSTEM l~MPLOYED. A _ Rccon1mend~d - Little or minor effect B - M illllr to moderate eITect - Rubber parts prob-ably still useful in many applications C - Moderate to severe eITecl- Rubber parts perhaps stilluseful in limited ;lpplicatiom U - }:ot recommended Blank - No data or insufficient evidence_ It should be noted th;}t it is not e\l'ected that a polymer unrated would perform better than those

that arc rated.

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HANDBOOK OF I've PIPE

Sown' 1'/'/ TI~,I'J I'IOS/l('5 PI/ll' Instlll/te, S"Il' l'",;., S,,\\' York

Response of PVC pipe under nonnal conditions to commonly antici·patt:d chemical exposures is provided in Table 8. Tlw data was partiallyobtained from field performance, but is primarily from short-term immersion tests of unstressed samples in the chemicals with observations forchanges in weight, volume or mechanical properties by test methods suchas ASTM D543, Resistance of Plastics to Chemical Reagents. In criticalapplications it is suggested that greatt:r reliance be placed on actual fieldexperience or that testing be perfonned under conditions of stress. exposure, tempepture and duration which can be related to the anticipakclapplication.

The following chemical resistance legend is usee!:R := generally resistantC := kss resistant than R but still suitable for SOIl1l: conditionsN := not resistant

TABLE 8 - COTltinued~

PVC 1120" PVC 2110'0

PVC 1120" PVC2110' ;SCHHlICAL 73F 140F 73F l.l0F CHF\IICt\!. 73F l40F 73F 140F 0

;r.Butyl phenol R N C '" Chromic acid. 50'", N N N N 0ButyJcne \{ R \{ R Citric acid R R R R ":1

Coconut oil R R R R :<Butyric acid R N N '" Coke (wcn ~a~ R R R R nCakium salls, aq R R R R

~Calcium hypochlorite R R R R C. "pper "tlh. aq R R R R "'"Calcium hydroxide R R R R Corn oil R R R R rn

Com syrup R R R RCane sugar liquors R R R R COl[onsced oil R R R RCarbon bisulfide N N N ;'I;

Carb0l1 dioxide R R R R Crc",1 N N N NCarbon dioxide, aq R R R R Crc'>}Iii: acid. 5Cl% R R C NCarbon monoxide R R R R c.-toWn aldchrde N N N N

Crude oil R R R RCarbon tetrachloride R N N :-; Cyclohexane N N N NC~15cin R R R RCastor oil R I{ I{ R ("\<.:[ohexanol N N N N.L.C:1I1'>tic pOi ash (potassium h~'([n>xide) R R R R (i c[llhe ,anone N N N N""-Caustic soda (sodiulll hydroxide) R R R R D-i:llo 5:11ts R It R R

R C C :-; Dicsel fuels R R R RCellosolve Dicth}l amine N N N NCellosolve acetate RChloral hydrate R R '\ '\ Dioctyl phthalatc N N N NChloramine R Disodium phosphate R R R RChloric acid, 20% R R R R Diglycolk acid R R R R

Chlorine, gas, dry C N N N Dioxanc.I.4 N N N ;'oj

Chlorine, gas, wet N N :-; N Dirncthrbmine R RChlorine. liquid N N N ~ Dirnetl\\ 1 h>r111:!lllid~ 1'1 N N NChlorine water R R R It [)clcq;e'llh, aq R R R RChlonlcetic acid R R R ~ Dil>ut) I phlhal:ltc N N N NChlorobenzene N N ;.; " Dil>ul)1 ~ebaeale C N N NChlorobenzyl chloride N :I r'i " Dichillrobclllene N N N 1'1Chloroform N N " ~ Dichloroelhylene 1'1 1'1 N NChlorosulfonic acid R N " ~

Ether; 1'1 N 1'1 1'1Chromk acid, 10% R R R REth) I e~\el ~ 1'1 N 1'1 N

Chromic acid, 30'70 R C R ~ 1Oth\1 halides N 1'1 1'1 NChromic acid, 40% R C C " Elh}lene halides N N N N

"'~ ...V'''_ ...........__. __'~~~~'~~~~~~__ ~bn_~'~"~--..,.-~,,,~.,,",'''''_'~'__'~~~ __ ~."'-' _____ , _

TA BLE 8 ~ Continued

PVC 1120' PVC 2110' PVC 1120" PVC 2110"C1IEl\lICAI. 731' 140F 7:11' I-lOF CI 11'\11C/\1. 73F 140F 73F 1401'Ethylene glycol It R It It Il!dwqanic :Icid R REthylene oxidc N N l\ ~ H)drll~en R R R ItFatty acids

11) dro!'cll pcro\idc. 5CV;- R R R CR R R R JI) dn'!,cll pcw\idc. 90'", R R 1'1 1'1Fe rric salls R R R R II} dro!'Cll ,ulfidc. aq R R R RFluorine, dry gas C N N :-;Fluorine, weI g:IS C N N " 11) drol;ell ,ul/ide. dry R It It RFJuoboric acid, 25% R R R R H)droquinonc R R R R QHyJro\)lamine sulfale R R R RFluosilicic acid R R R R Hydrazine N 1'1 1'1 N

;;Formaldehyde R R R C Hrpochlorous acid R R R R :1Formic acid R N R ~ r.J

""Freon - 1'11,1'12,1'113,1'114 R R h,dine. in Kl. 3'",. afl C N 1'1 NFreon - 1'21,1'22 N '" l\ " luuine. alc N 1'1 N 1'1 -Fruit juices and pulps

ll'dinc. aq. 10'"(- 1'1 N N 1'1.jo.. R R R R Jet fucls. JP·~ and JI'·5 R R R ;;::'-" Fuel oil C R [;;N C " Kerll'ene R R R RFurfural 1'1 N ;.; r.'1~ Kctlllles 1'1 N N NGas, coal, manufaclured N N " ~....,

Gas, natural, methane R R R R Kr;lft papcr liquor R R R R ;:.zn

Gasolines C C C C l.acquer thinners C 1'1 C N C't1

Gclatin R R R I{ I aClk~ add. 25~i R R R R...;0(i1r<:crinc (glycerol) R R R I{ I :lId oil It R R R ::-Glycols l{ It R R l:l\lti". ;'cid R R R R C)

Glue, animal R R R R Laur) I chloride R R RC)

R ;;::r-1Glycolic lIcid R R R R l.auryl sulfate R(I)

R R R ~Grecn liquor, paper R R R R lead ,;,It, R R R R ....Gallic acid R R R R l i111<: sulfur R R R Rtr1

Heptane R R C ~ rnHexane R C r\ :-; linoleic :Icid R R R It :z

LimecJ oil R R R R :sl-lydrobromk acid, 20% R R R R 7-l

Liqucurs CII ~'d rochloric acid R R R R R R R R zHydronllorie acid, 10% R C R R Liquors R R R R ;:::Hydronlloric acid, 60% R C R :-.; LilhilllH s:llls R R R R

r-1zHydronlloric acid, 100% R C C " Lubricatin~ oils R R R R ...;tr.

T:\IlLE S - COl1tinul'd ~

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PVC I l20' PVC 2110' PVC 1120" PVC 21 to" 0(;:::

CHEIIIICAL 73F 140F 73F 140F CHE\IIC:\L 73F 140F 731" H.Q£ 00

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:\itric ;lcid. 0 to :,or"""tl

1'.lerclll'ic salts R I{ e c R C C C rn1'.[ercury R R e C :\itric ;lcid. 61J'", R C C N1'.[ esityl ox.ide N N \' \' \'itric aeiL!. 7(Vr R C N NMetallic soaps, aq R R R R :\itric acid. BOrr C C N N1'.lelhanc R R R R "itric 'lcid. 90 r r C N N N

"itric acid. 100', N N N N1I1elhyl acetatc N N N :\ "itlie acid. fuming N N N NMethyl bromide N :\ :-; :\

:\itrllbenlene N N N Ni\lclhyl cellosolvc N N :-; :\ :\itmchccrillc N N N N

.:. 1'.lclhyl chloride N N :-; :\ :\ it roil~ ac id R C N N0'>

r-.lelhyl chloroform N N :\ :\ "itrou, ,,,ide. g;" R C N Nfo.lelhyl cyelohexallone N N :\ :\ '\illt'I!lIcol N N N NMethyl methacryhlte R '\ i Irt 'PI'PP;] ne C C N N

Melhyl salicylate R R I{ R Oih. \ccelable R R R CMelhyl sulfate R C R C Oih anJ fat~ R R R CMethyl sulfonic acid R R R R Olcic :lcid R R R RMethylcnc bromidc N N N :\ Oleum N N N NIllcthylene chloride N N " :\ Oll\e oil C

Oxalic acid R R R Cillethylcne iodidc N ~ ~ :" (hY1=en. ga~ R R R Rill ilk R H- I{ I{ ()'t'ne. r',,~ R C N NJ\lI11cral oil I{ I{ R CJ\tixed a<.:ids (sllifuri<.: & nilri..:) C :\ C :" P~t1lni:i~ :t"':ld. 10'-; R II. R RI\lixed acids (sulfuric & phosphoric) H- R C :\ Palmlti,; a,;iJ. 70', R N e N

Paral1in R R R RIllolasses H- R R R I'enl;ule C C C CIIlonochlorobel1zene N N N :"

Peracetic ,lciJ, -10 r; R N N Nl\lonoelhallolamine :\ N :\ " Per,;hlt>ric adJ. lor;, R C e NMotor oil R R R C Perchloric aciJ, 70"r R N N N

. - ."...._._._-.-'''- ...~,--,_.~ .."---- '~----~------,_._---~-~".~~--- -~._------ _____n'._~~.._o"",._"'"~ __

TABLE S - Continued

PVC 1l20' PVC 2110' PVC 1J20" PVC2110'CHEMICAL 73F 1401" 73F 1·IOF CHF\ll(';\I. 73F 140F 73F 140F

Perchlorocthylcllc e e C C SC";I~e. rc,itJcntbl R R R II.Pctroleum, sour R R I{ R Silicic acid R R R RPetroleum, relined R R R II. Silicone oil R NPhenol e N " ~ Siller S:lil' R R R Rl'henylearbinol I'i N " :"

S(lar~ R R R RPhenylhydrazine N N ·N :\ Sodium 'all~. a{1. c,cept It R R RPhenylhydrazine lIe I C N N :-,' S"dlllllt ~'h1<lrite R R C C QPhosgene, gas R C R C Sodium chlorate II. C C CPhosgene, liquid N N N :" Sodium dichromate. aei{1 II. II. R C

:;Phosphoric acid R R R C Sl'tliulll rerbor:lte R R C C ~

mPhosphorus, yellow R C C C Sunnic chl"l ide

;::

Phosphorus, red R H- R C R R R RSlanrWU\ chh1ride R II. R R "

Phosphorus pentoxide R C C ~Starch R R R II.,t;, ;::...., Phosphorus trichloride N N N :\ Stearic acid R R R C

Ci-iSwddanl soh ent N N N N v;Photographic chemicals, aq R R R R ...,Phthalic acid C C C C Stllf1lc liquor R R ;:-Picric acid N 1'\ " N Sulfllr R R R R

:znPlating solutions, metal R e R C Sllpr~, aq R R R R 1"1

Potassium salts, aq R R R R Sulfur dic>1;ide. lin' R R R R...,0

P()la~~iurn pcrmanganatc. 25 % C C C C SllJrm di,,\idl'. \\~! R C N N ;:-Pota~~ilJrn alkyl x:lnthales R '"

C1Sulfur tli,,\ide. g:l~. dry C1Propanc R R R R R R R C

~Propylene dichloridc N N N :..; Sulfur trio\ide, we! R C N N t"l

V>Propylcne glycol R R R R Sulfuric acid. up to 70% II. R It C ~

Sulfmic acid. 70 tn 9(V;, R C R C ...Prorylenc ox.ide N N :\ :\ Sulftllic add. YO 10100':'" C N C N

mPyridine N N N i\ r:l

Sulfuwu' ;,rid C N C N '/,Pyrogallic aeid C C C c :::Rayon coagulating bath R It R C Tall 011 R R R R ;0

Tannic acid QSea water R R R R R R R R :zSalicylic acid R R 'I anning liquors R R It R 2::

t"lSalicylaldehyde C C C C Tarwric acid R R R R :zSelenic acid R R R C Tetrachluroelhane C C C C

~.;

(r.

f 1It);

RESISTANCE TO AGGRESSIVE ENVIRO:-:M£NTSCHAPTER

49

THERJ'lIAL EFFECTSAn understanding oi the effects of temperature variation on PVC

pipe is important to engineers, installers, and users. The performance ofPVC pipe is significantly related to its operating temperature. Being athermoplastic material, PVC will display variation in its physical properties as temperature changes. PVC pipe can be installed properly over anambient temperature range in which construction crews can normallywork. Although the user must realize that PVC pipe in a particular specification is rated for performance properties at a temperature of 73.4 F(23 C), it is recognized that operating temperatures of 33 F to 90 F (I C to3::! C) do exist in water systems. As the operating temperature falls, the

p1!)e's stiffness and tensile: strength inereJses, thereby increasing the pipe'spressll re capaci ty :1m! it$ :1 hili ty to resist e:lrt h-Ioading de rJection. Conversely. with the drop in temperature. PVC pipe lkcreases in impact strength~ll1d becomes less ductile. As the operating temperature rises, the impactstrength :llld fkxibility or PVC pipe increases. Ilo\'icver, with the increasein t":llljlL'rature, PVC pipe decre:lses in tensile strt:ngth and stiffness; eonseqU~'n tly, tilt: prcssurt: cap;lci ty 0 l' til..: pi p~' will ht: red llccd ami mort: caremust hI: takcn during instalLltion tu avoid exccssiw deflection. (Set:Chapli.:r V. Iksign ,~, Static and ])yn:ll11ic Loading!.

Many new users :lnd instalkrs of PVC: pipt: may bt: surprised by theexpansion and contraction of the pipe in response to variations in temperature. The coefficient of thermal expansion is roughly rive times higher forPVC than the normal value for cast iron or steeL Provisions lllUSt be madein design and installation to accommodate expansion and contraction ifthe pipe line is intended to provide service over a broad range of operatingtemperatures. Gasketed joints provide excellent allowance for thermalexpansion and contraction of PVC pipelines. A good general rule is thatallowance must be mad;;:.Jg!:l.!.§Jm;Jlof expansion or contraction for every100 foot of pipe for each 10 F change in temperature. (See Chapter V Expansion and Contraction).

As a final comment on the thermal properties of PVC pipe, it shouldbe emphasized that the average municipal water system operates at temperatures at or below 73.4 F (23 C). Therefore, in the majority of commonoperating conditions, the actual pressure capacity of PVC pipe would be asgood or better than the manufacturer's rated pressure .. The average municipal sewer system operates at temperatures at or below 73.4 F (23 C).Therefore, in a similar manner, the actual pipe stiffness provided by thePVC sewer pipe would be as good or berter than the manufacturer's rated

.:::

48

I z.o::z. uuur:

I z;.:z VUUU

't:)...::=.cu~ ~.=.::: c.~.:: E ~ ~

l-":~~l

~~~~~~ ~ :-: :-.:. ,"';

::=~~=::=:

I ur:;.-.;'-.

IUUzz

IVzzz

2.~v ::):J

Uzz

~ :.toI00N.,.- -

v> l:..l~ ,...- ....

HANDBOOK or PVC PIPE

pipe stiffness. (See Appendix 2-'Ilaximum Use Temperature for PVC Pipe).

RESISTANCE TO BIOLOGICAL ATTACK

In nature's endless cycle of creation. growth, decay, nne! re-creation(rendered somc\vhat more complicated by the: int1uencc of m:.tn and histechnology), it hns been established through experience and observationthat nearly all of man's creations and products are eventually reclaimed by

nature. 'Iletallic products are slowly destroyed and reclaimed through

chemical reo.ction or oxidation. Inorganic non-metallic products nre ev~n

tuully rec1:.timed by nature through chemical reaction and various forms orerosion. Organic or organocl1emkal producls are normally subjL'cled todl'tt:riur:Jtiull through variou:-. forms of WL\lthl'l"lll1! and biolog:il':tl :lttal.:kor tkgr;ll.L!lioll. !\'ot:lbk ~h :1!1 eXcL-ptlOll tu l1~ltl\re':-\ normal SYStLill ofrecbm:ltion ;lnd rL'cuvL'ry b ;1 uniquL' ~ruup ul polYll1erit.:. sYlltIlL'lh.: COll

slrtH..:liull 1ll:J!L'ri;lls gL'nL'rally l:.'rlllL'd pl;btics wllh.:h displ:ly negligible or nosuv...·l·plibdlly 10 hiologic;d atLl..:k. Alillull).!h !lut all pl:l',III,:" dispLty I\'slst~

;IIlCc to lllOloglct! :Ilt~lck, SUllll' pbsllL\ lI;l\l' prt1\'\.'1l to b\.' virtll;dly Intl\.,·

\truL"liblc through biologi(;d dqlr;HbtlUll. l'nlynll)'1 (lllnritk pip\.' i:-. SlH.:ll ;l

p1a\til' product providing Ilcarl) total n.:sist:lllL·l" to hiological ;lttad,. OncL'Instllkd. tllllkrgrotlnd in norll1al W:ltl'l' ;lnll :-'L'\\l,:r S)-'stL'lllS. with its I".'\('l'pvlion:d rl".'sisl:tllCL' to corrosion. L' I11.: 111 iL'al ;Itt~li..:k. and hiologiL,:t1 alt:lcK, PVCpipL' call be considered :1 pL'rll1:l11L'nt cn'::ltioll or lll:lll 110t SllSCL'plibk 10 tltL'nonllal proccsses or deterioration common in ll;lturL.'.

Biologic::!l attack call bL' dcscribL'd :IS lk~radalion :.IndioI' dell...'rioratioll caused by the action of living micro or macro-organisms. t\linoorganisms which attack organic materials an: normally classed <.IS fungiand bacteria. Macro-org:..l\lisJ11s which can affect organic materials locatedunderground can include an extremely broad category of living org:anisll1sfrom grass roots to termites to rodents. The performance of PVC pipe inenvironments providing severe exposure to biological attack in its variousanticipated forms lias been studied and evaluated since the birth or theindustry in the 1930's.

Not only has PVC pipe been evaluated. but also many other PVC

products such as household implements. containers. and bottles have been

carefully studied in their relationship with nature's cycle. Perhaps with

some justification, environJ11entalists have severely criticized the fact thatdiscarded PVC products are not reclaimed by nature through chemical,electrochL'mical. and biological processes. Such exceptional durability canonly be considered an advantage in underground PVC piping systems.

CHAPTER tt REStSTANCE TO AGGRESStVE ENVIRONMENTS

PVC pipe will not deteriorate or break down under attack from

bacteria or other micro-organisms. PVC will not serve as a nutrient tomicro-organisms, macro-organisms, or fungi. Investigation has documentedno case where buried PVC pipe products have suffered degradation or

deterioration due to biological attack. The extreme resistance orfered by

PVC to bio-degradation has served to advantage as PVC has been used in

the application of sewage treatment trickling filter media in North America

since 1959. Special engineering or installation procedures are not requiredto protect PVC pipe from any known form of biological attack.

Elastomcric seals are also manufactured from organo-chemicalmaterials. Elastomers are manufactured with a vast variety of properties,iSL'C Chapter II l:Iastomcric SL'al Compounds). Care must be exerciSedin the se!t:ction oj' dastoJ11ers to be lbL'd in m:Il111(:lClllre or elastomericse~d~ for piping products to insure: that surficiCllt rcsistancL.' to biologkal~Jtl:lck is provided. Various L'l:lslOmers C:lll be susceptible to such attack,SOIHL' elastomers provide rL.'sisl:lllce to biological attack cUlllp~Jrahk withtklt inllL'rl.'nt ill polyvinyl clJlorilk. j\l:lnllr;lctlll·\.'r~ Jl()rm~llly insure tlt:ltl.'J;l\tollleril." COlllPOlillds providlllg such high rL'sistance ar~: USL'd in tilepruliuLI ion or !!,askL'ls for piping produd~. P:lrticubrly ill potahk W:ltL'l'systellls, :t makrial that will not support b:lclL'rial !l-J"owtll is (,ollsideJ"etl :1

n.:q uin: lllL:ll t.In normal practice, wltl.'l1 installin~ PVC pipL' witll !l-:lskL:ted joints.

aS5L:lllbly of joints is facilitated by use or a lubricant applil'd in accordwith mnnul"acturer's instructions. Care should be exercised in selectionof lubricants to insun: compatibility with the clastolllcrie seal and thePVC pipe and to insure that the lubricant will not support the growth

of fungi or bactr:ria. Usc only lubricant recOllll11cnckd by tlh.' pipe manufacturer.

\I"EATHERING RESISTANCE

When subjected to long-term exposure to ultraviolet (UV) radiation

from sunlight, PVC pipe can suffer surface damage. This effect is commonly termed ultraviolet (UV) degradation. Unless specially formulated to

provide substantial protection from UV radiation (e.g., PVC house siding),

PVC pipe is not recommended ror use in applications continuously exposed

to direct sunlight.UV degradation incurred over an extended period of time is a de

structive process of major significance in nature's on-going process ofbreaking-down and reclaiming old materials of organic composition, e.g.,

St

53

both in North America and Europe by manufacturers, independent labor,,tories, and universities to define PVC pipe response to abrasion. While the

approaches to the various tests and investigations have varied substantially l

the data developed has been consistent in defining the extent of PVC piperesistance to abrasion. The nature and resiliency of PVC pipe cause it togradually erode over a broad area and long time. rather than develop thecharacteristic localized pitting and more rapid failure of most other piping

materials.Since the late 1950's, experience has been accumulated on the use of

PVC pipe in the transport of grains and quartz sand in West Germany. PVC

pipe, in both horizontal and vertical positions. was carefully observed in aspecific application OYer u two-year period conveying wheutgrains. It W:l$

established that very little wear occurred in straight pipe sections. Pt.'rror~l

tion did occur in elbows or 5Wt.'epS. An 11l1CXpectcJ observ:ltion establbhcdthat the PVC pipe transportcd so llluch more 11l;ltcrial than pre\'i~usly

transported by mct:l1lit: Jincs that the equipment rr.:i:civing and procL'ssingtile material could not process lile increaSed yolUlllL' without rL'l!uction inllow velocities. PVC pipe has beel1 rn:quL'ntly sj1t'cifiL'd 1'01' ;lppliL'ationsinvolving conVl.'yance or abrasive particlL' m:Itl.'rial.

Installation ot" PVC pipc and sweeps in Southern C~J1irornia ill till.:late 1960\ replacing rubber lined sled pipl.: uSL'd for sand slurry lransportsignificantly redlll.:ed repair and replacement Ih:cessil:lted by Sen'fe abrasion. Rubber lined steel pipe had been regularly f1..'pbced about en.:ry sixwl.:eks. PVC pipe consistently provided service in the application in excessof six months.

Individual tests conducted by major PVC pipe manufacturers to

investigate the resistance of PVC pipe to abrasion caused by mechanicalcknning have displayed insignificant evidence' or wear in a wide assortmentof conditions. Standard commercial cleaning and rodding equipment wasused in these tests operating in wet lines, dry lines. and lines partially filledwith sand and gravel. Request for guidance from manufacturas of cleaningequipment have confirmed the results of these investigations. ivlany cleaning equipment manufacturers indicated that their operating instructionsare no different for the cleaning of PVC pipelines than for other types ofpipel.ines - asbestos cement, cast iron, concrete. steel, or vitrified claysewer lines.

A test conducted by the Institute for Hydromechanic and HydraulicStructures of the Technical University of Darmstadt in West Germany provided an interesting comparison of abrasion resistance in several piping

RESISTANCE TO AGGRESSIVE ENVIRONMENTSCHAPTErHANDBOOK OF PVC PIPE

52

plant waste, animal waste, plant fiber, wood, living animal tissues, plastics,etc. The weather-beaten appearance of old wooden structures is, in greatmeasure, caused by ultraviolet radiation. PVC pipe must be consideredsusceptible to UV degradation unless shielded from sunlight. UV radiationwill not penetrate even thin shields such as paint coatings, clothing, orwrapping. Burial of PVC pipe provides totally effective shielding from UVattack.

UV degradation in PVC ensues when energy from the UV radiationcauses excitation of the molecular bonds in the plastic. The resulting reaction occurs only on the exposed surface of the PVC pipe and to extremely shallow depths frequently measured at less than 0.00 I inch. Within theaffected zone of reaction, the structure of tile polyvinyl cilloride molecule

is p~rJ1Janentl)' a.lten:d. converting the molecule into a compkx structuretypifi!;d by polyene formations. The polyene lllokcule contribuks a lightyellow coloration to the PVC pipe and increases knsik strength. Thet:ffecl on the PVC pipe would be considerL'd negligible in m:lllY product

:lpplications if no ctlll:r change occurred: howl'ver, the creation or the thin

film or polyellt..: ll1alcri~lI may contribute to some n,:uuclion ill imp;ld

stren~lil.

The follo\ving. eonditions inherent in lhis organo-chemic:ll read ion

must be noted:

UV degradation resulls in color ch:lIlge, slighl increase in tensilestren~th, sli~ht increase in the modulus of tcnsile el"slicity. "nddecrease in imp"ct strength in PVC pipe.UV degradation does 110t continue w!ll.:11 exposure to UV radiation is terminated.UV degradation occurs only in the plastic material directly exposed to UV radiation and to an extremely shallow penetrationdepth.

UV degradation of properly formulated PVC pipe materialsnormally occurs only after extended exposure.

ABRASION

Investigation and observation through years of experience has established that PVC pipe provides exceptional resistance to abrasion. The combination of PVC resin, extenders, and various "dditives in PVC compoundsand the methods of extrusion produce a resilient piping product providingextremely high abrasion resistance.

Many investigati6ns and tests have been conducted over the years

55

CHAPTER III

RESISTANCE TO AGGRESSIVE ENVIRONMENTSCHAPTER,

7. lIerll.her~. L. G. "SUI:~esleJ 1\on·Technical ~bllltal Oil Corrosioll for W;ller WorksOperator~~." Journ:!l XW\V1\ (Julle 1956) p. 71 t).

5. j-lendrit:ks, J. C., "Weathering Properties of Vinyl Plastics," Plastics Technology,\larch 1955 p. 81.

3. Babbitt, H. E. (et aI). Water Supply Engineering. Sixth Edition p. 574.

4. Chemical Resistance Handbook. Plastiline Inc. Cat. PGF 0970 - 1, Pompano Beach,Florida (1970).

~. Mail/wi {ill .'ililfilh's in Sell'ers. U. S. Environmcntall'rolcction !\i,:cncy.

II. Reedy, D. R. "Corrosion in the \Vater Works Industry." Ivhlterials Protection.(Sept. 1966) p. 55.

L Abrasion Rr:siswllce. Das Kunststoffrohr V. 13 (25) (July 1969).

BIBLIOGRAPHY

(). I'Mkcr. C. D. "Mechanics of" Corrosion of Cement Sewcrs by lIydrogen Sulfide."Sew;!!'e amI Industrial Wastt.:s (Ikc. I [)SI) p. 1477.

2. Arnold, G. E. "Experience with Main Breaks in Four Large Cities." journal AWWA(August 1960).

6. lJendricks, J. C. & E. L. White, Weathering ClWI"UClcristics of Polyl'inyl ChlvrideType Plastics, National Lead Company Rese:Hch Llboratorics, Brooklyn. :\.Y.Wire antl Wire Products, (1952).

10. /'Illsties Piping MailCial. VOIUllll.' I. Plastics 1'11'1.' IllStitult.:. New York. New York( j97(1).

13. "Resist<ince of Thermoplastic Piping Ivlaterials to Micro- and ~bcro-l3iological

Attack, PPI Technical Report, PPI-TRI1." Plastics Pipe Inslitute, New York,N. Y. (Feb. J969).

12. "Rel<itive Abrasion Resist<incc of Ring-Tite@ PVC Pipe." Johns-,\:bnville SalesCorporation, Long l3each, Californi:J (April 1(72).

16. "Standard for Asbestos Cement Pressure Pipe. AWWA C400." American WaterWorks Association, Denver, Colorado (Jan. 1975). .

14. Romanoff, Melvin "External Corrosion of Cast Iron Pipe." Journal AWWA (Sept.1964) p. 1124.

15. ROlllcraz, Richard "Generation and Content of Sulfide in Filled Pipes." Sewage& Industrial Wastes, (Sept. ] 954) p. J082.

17. "Standard for Cement-Mortar Lining for Cast-Iron and Ductile-Iron Pipe andFittings for Water. AWWA CI04." American Water Works Association, Denver,Colorado (1974).

HAi~DBOOK OF PVC PIPE

54

products.. Abrasion evaluation lIsing river sand and gravel was performedwith unlined concrete pipe, lined concrete pipe, glazed vitrified clay pipe,

and PVC pipe producing the following results:Concrete (without lining) - measurable wear at 150,000 cyclesConcrete (with lining) - measurable but displaying less wear

at 150,000 cycles

Vitrified Clay (glazed lining) - minimal wear at 260,000 cycles,(accelerated wear after glazing woreoff at 260,000 cycles)

PVC pipe - minimal wear at 260,000 cycles(abollt equal to glazed vitrified clay,less accelerated than vitrified clayafter 260,000 cydesl

PVC pipe is well suited ro applications where abrasive conditions arcanticipated. In extremely abrasive exposurcs, wear must be anticipated:however, in Illany conditions PVC pipe can significantly reduce maintenance cost incurred duc to extreme abrasion.

TUBERCULATION RESISTANCESoil! ble encrust ants such as calci 11111 carbona t~' in SOIllC waleI' slIPpl ics

do not prccipit~ltc onto llw smooth w~Ills or PVC pipes as they do withother materials. Since PVC pipe docs not corrode, there is no tuberculation caused by corrosion by-products as inside some pipes.

CHAPTER III

57

RESI$TA,....CE TO AGGRESSIVE ENVIRON.\IENTSCHAPTER

BIBLIOGRAPHY - Continued

36. Yearbook (/1/(/ DircCfO/)'. Thc Lo:. Angelc:. Rubber Group, IJl~., Los Angeles. (Jhf.(1970).

35. Wolter, F. "Effect of Outdoor Weathering on the Performance of Some SelectedPlastic Piping Materials," Presented by Battelle at the American Gas AssociationFifth Plastic Pipe Symposium, Houston, Texas (Nov, t974).

33. "Wear Data of Different Pipe Materials at Sewer Pipelines." The Institute forHydromechanic and Hydraulic Structures, Technical University of Darmstadt,Darmstadt, W. Germany (May 7, 1973).

34. Weisfeld, L. B., G. A. Thacker, L. l. Nass, "Photodegradation of Rigid PolyvinylChloride," SPE Journal Vo121, No.7 (Jul. 1965) p. 649.

" Sudr:Jbill, L. P. "Pruted Pipc~ frum External CO£l05IOn." The American lily andCoullty. (!\lay 1(56) p. 65.

21. "Stantbrd Specificatioll for E]astomeric Seals (Ga~kets) for Joining Plastic Pipe.1\51;\1 F477." American Sudety for Testing anJ ~l:Jtcrials, Phil;J(.lclp!li~1. Pa.l1977}.

25. "Tcst to ])C[Crlllllle Efrect of an UnderSlzcd (Slllallcl dlalllclt:r thall inside dWllclcror pipe anti flttinp) Electrical Sewer I'ipe Auger on Schedule 40 PVC - I Drain,Wastc, and Vent Pipe and Fittings:' Report from Rcsearch LJbor:rllHY, Cldoll.Aurora, Ohio. (~[JY 1%3).

24. "Tcsl ,\1ct1Jud \0. Calif'. 643 C" ~l;lleriab ;lIld Rcsearch l)ep;irllllclIl, lJl\'lSHllIor Ilrghways. Statc of Cal iforni;J (Oclober 2, 1(172).

18. "Standard for Cement - Mortar Protective Lining and Coating for Steel WaterPipe, 4 Inch and Larger-Shop Applied-AWWA COS." American Water WorksAssociation, Dem'er, Colorado (J971).

23. Sw;!I), 8. II. "Effecls of JIydro~cn SulfiJe 011 COIH.:TClC Slructures." Juurll;ll ufS;lIlit;lfY Ellpnccring, [)ivi~lun ASCl: (Sept. IWd ) p. 1.

19, "Standard for Polyethylene Encasement for Cast Iron and Ductile Iron Piping~

AWWA Cl05," American Water Works Association, Denver, Colorado (1972).

20. "Standard ~for Reinforced Concrete Pressure Pipe - Steel Cylinder Type. AWWAC300," American Water Works Association. Denver, Colorado (1974).

CHAPTER II[


56

HANDBOOK OF PYC PIPE

26. "Thermal Expansion and CtHltraction of Plastic Pipe. I'PI Ted1l1it:al Report,PPI - TR21." Plastics Pipe Institute, 1\cw York, N.Y. (Sept. 1(73).

27. "Thermoplastic PIping for the Transport of Chemicals. PI'I Technical Report,pPI - TR 19." Plastics Pipe Institute, New York, N. Y. (Aug. 1973).

28. Tiedeman, Walter D. "A Study of Plastic Pipe for Potable Water Supplies:' National Sanitation Foundation, Ann Arbor. Michigan (June 1955).

29. Tipps, C. W., "Underground Corrosion." 1'>laterials Protection. (Sept. J966) p. 9.

30. Tobin, W. W. "Stabilization of Rigid Polyvinyl Chloride Against Ultraviolet Radiation," Presented at Society of Plastic Engineers 21 st Annual Technical ConLBoston, Mass, (\Iarch 1965).

31. "Transport fester Stoffe durch PVC - harl - Rohre (Transport of Solid SubstancesThrough Hard - PVC Pipes." Code: 237-4032-1, German.

32. Wagner, E. F. "Loose Plastic Film Wrap as Cast Iron Pipe Protection." JournalAWWA. (March 1964) p. 361.

National Electrical rvianufacturersAssocl:ttion

155 East 44th StreetNew York, New l'ork 10017(212) 682-1500

National Sanitation FoundationP.O. Box 1468NSF BuildingAnn Arbor, 1\1 ichigan 48106(313) 769·80 I 0

Plastic UtilitIes Fillings ror Undergrllund Inslallatioll

Plast ic Conlinunlcations [)ud alll] Fit ltngs fur UndergroundInstall:! tioll

*PolyvinylChloride Plastic Drainage, Waste and Vent Pipe andFittings

*PVC Plastic Drainage and Vent Pipe and Fittings

*A[3S and PVC Plastic Drainage and Vent Pipe and FittingsFHA 4550.49

Ex t ra·st Tel1)11 h 1'1:lst ie Utilities [)\l,~t for Undcle:roulHl Iml~lll;lll()1l

Electricall'Jastic Tubing (EPT). ('<muult (EPC--W and EI'C.~:\O).

and Fittill~,

"'PVC Piasti;; Pipe and Fittings for Domestic W:ller Service

NSF

'1 (' X

TC 2

TC \)

TC 10

73

FHA UM49

TC 3 PVC Filtlll,:~ for Use Wilh Rif(id I've Conduit ,llId lublll)1

TC () ;\llS :tnd PVC Plastic Utiltlh:s Duct for Undcrplllllld lnsl;lllallon

fHA UM-41

FHA U1\I-53a

FHA tI!R-563

FHA - ConCd.

FHA Minimum Property Stundards Interim Revision No_ 3J

NSF Standard No.24: Plumbing System Components for Mobile Homes andRecreation Vehicles

i\'SF Standard No.14: Thermoplastic Materials, Pipe, Fittings, Valves. Tr~lps andJoining l'.bterials

*Standards marked with an asterisk have been acccpted as American National Standards.

Department of the ArmyCorps of EngineersOffice of the Chief of EngineersWashington, D.C.(202) 693·6456

Department of the N:lVYNaval Facilities Enginl.:l.:ring Com manuW:Jshington, D.C.(202) 545-6700

Architectural Standards DivisionFederal Housing AclministrationWashington, D.C. 20412(202) 755-5995

Insulation Tubing, Electrical, Non-Rigid, Vinyi, V~ry LuI,Temperature Grade

Guide Specific:ltion for Military :Inti Civil Works Construction

*Plastic Drain and Sewer Pipe and Fittings

DEPARTMENTOFTH~

ARMY

DEPARTMENTOFTHEJi:m

CE·501

FHA

MIL-I-22076B

STANDARDS FOR PYC PIPING - Continued

DIIUD U. S. Dcpartmcnt or IloliSillg and UrbanDevclopmcnt

Washington, D.C. 20410(202) 655-4000

DHUD 4940.3 Minimum Design Standards for Community Sewage Systcms

D1-IUD 4940.2 Minimum Design Standards for COlllmunity Watcr SupplySystcms

MIL-P-22011A Pipe Fittings, Plastic, Rigid, High Impact, Polyvinyl Chloride,(PVC) and Poly 1, 2 Dichloroethylene

?l'lIL-P-82056(1) Pipe and Pipe Fittings, Plastic, for Drain, Waste and Vent Service

FHA UM-26b

MIl.,.C-2357IA(YD) Supersaded by Federal Specification W-C-I094A

N;\VFACTS·IS271 W;lter D1Wibuti(ltl Syw:1l1

N;\ Vf' AC TS·l 5301 Sanitary Sewer and Draill:i~e SY~lell\s PlPlIll:


*Standards marked with an asteriSk have been accepted as Amcrican National Standards_


58

CHAPTER IV

PVC PIP E ;\1 A N U FA CT U IU NG AN [) T EST I NG

An Introduction to Standard Specifications,

l\bnufacturing Processes. Quality Control and

Test Rcquiremcnts, Packaging and Shipping.

/

59


CHAPTER IV

PVC PIPE MANUFACTURING AND TESTING

PVC pipe and its many applications can be better evaluated and

appreciated with an understanding of the technology behind the product.

Through research, development, and experience, the technology in the PVC

pipe industry .has advanced and matured. It has been emphasized that PVC

pipe manufa~turers must exert a continuing effort to insure complete

understanding of the product by owners, engineers, contractors, operators,

and users - an understanding of advantages and limitations. In this inh:rest,

manufacturing processes, standard specifications, quality control antI test

requirements, packaging and shipping arc reviewed.

MANUFACTURING PROCESSESThe technology of PVC pipe m:1JllIfaLtlIring processes is extensive

:l!ld involved. It may be traced from oil or gas wdls through pdro-c1H.:mical

plants to the PVC compounding operations and finally to the autom;llt:d

extrusion, mold ing, and r:lbrica lion ope rat ions be fore a fin ishnl PVC

product is ready for tl;sting, i1l$peLtion, and ddivcry.As tkfincd in Chapter II. PVC pipe

is produced from a blend of materials

whose major ingred icn t is polyvi ny I

chloride. Other ingredients which are

compounded with the PVC resin include

sta bilizers, pigrnen ts, lubricants, process

ing nids. and fillers. The proportions of

these minor ingredien ts will vary from

compound to compound. The formu

lations which stipulate the proportions

and actual ingredients used in given PVC

pipe compounds are developed to provide

specific properties required for specific

types of PVC pipe. As defined in Chapter

II, properties for PVC compounds are~~T~I~;:g~~~~~oY5~~Nc. established in ASTlvl D 1784. It 111USt be

emphasized that the critical physical requirements of the end product are

obtained from the properties of the PVC resin, the major compound in

ingredient. Minor ingredients are present in the PVC compound to aid in

rt

CHAPTt,,': tV - pvc PIPE MA1'iUFACfURING AND TESTING

processing and to enhance particular properties of the PVC resin.

In the plastics industry, the word "resin" usually refers to the plastic

binder material in extrusion or molding compounds which softens and flows

under heat and pressure and is the structural material tying the chemicals

together developing the finished plastic product. Polyvinyl chloride resin

is a thermoplastic polymer produced by the polymerization of vinyl chlo

ride monomer. The vinyl chloride is a colorless, sweet-smelling, volatile gas

which is produced from chlorine and ethylene. (Acetylene may be substi

tuted for ethylene in some older production processes.) Of course, the

basic building blocks used in the manufacture of the components of vinyl

chloride monomer are pdroleum or natural gas, salt water, and air.

The terms thermoplastic, polymer. polymerization. and monomer

can bt:st bt:' explained in layman's terms:

Thermoplastic rckrs to the property that enables a material to be

repeatedly softened by an increase or tcmperature and hardened by a

decrease in tempera tmc.

Polymers are organic materials lhat contain a large number or the

same chemical conrigurations attached to each other like links in a

chain. The long chains rt:stJ1t in a high molecular weight.

Monomer is thc silnplc. small mokcuk from which the chain is

mad!.:.

Polymerization is the reaction which bonds the rnononH:rs into

the large structure known as the polymer.

Polymers are not confined to the man-made world of chemistry but

are found also in a large variety of natural materials such as protein, cellu

lose, starch. and rubbers.

There are many polymerization processes used to convert the vinyl

chloride monomer into polyvinyl chloride resin (polymer). Two methods

have been found to be well suited for polymerization to produce the type

of PVC resin best suited for pipe. "Suspension" polymerization and "mass"

(sometimes termed "bulk") polymerization are the two processes used in

the prod uction of virtually all PVC pipe grade resins today. These processes

yield high quality pipe-grade resin produced at economical cost for PVC

pipe manufacturing.

After appropriate quality control testing and inspection, the resin

manufacturers ship the PVC resin in powder form to the pipe producers.Large 200,000 pound bulk railcars or 40,000 pound bulk trucks are nor

mally used. Upon arrival, the resin is pneumatically conveyed from the

bulk transporters into the pipe production plant and is stored in silos.

I

JTOP VIEW

63

,..""..., 'C....~,::::,,"

Rotaly JOin!

SIDE VIEW

ESSENTIAL COMPONENTS Of /\ MULTI SCREW EXTRUDER

CllAPTr~.R IV - PVC PIPE MANUFACTUIUNG AND TESTING

wr:o~er GearI ~~fjet reducer

water mlet torscrew coohng '--__....J

ESSENTIAL COMPONENTS OF A SINGLE SCREW EXTRUDER

-From compo:7un;;-;d7"s;:-u;;:;p;;-pi"::ly:-;:::::LL..,

artificial wood molding, and of course, pipe. Most of the pipe made fromthermoplastic materials other than PVC, such as acrylonitrile butadienestyrene CABS), styrene, polybutylene (PB), and polyethylene (PE), isproduced on single screw extruders. The bulk of PVC pipe produced inthe world today is manufactured on multi-screw extruders.

rlr-rUltiTl:;U Uy rrc:UMI'rl'lHOti ot' Monl~ffN Pl.,A~'tIG=' t-lIl\c.At.lNr.;. McGnAw.HlLi. .• r.. c:.

62

HANDllOOK OF PVC PIPE

Incoming shipments of PVC resin at the pipe plant are again subjected to quality control. In the plant laboratory, samples of resin areanalyzed to verify correct properties in a number of parameters such asmoisture content, bulk density, flow property, particle size, and molecularweight. Minor compound ingredients are also analyzed to verify correctproperties. After approval, raw materials are conveyed to the compoundingoperation where ingredients are combined in accurately weighed proportions and blended into a homogeneous mixture,

The process used to mix intimately the PVC resin with tIle minoringredients producing the PVC pipe extrusion compound is correctlytermed dry-blend compounding. Dry blending or dry-blend compoundingis performed in a high speed. intensive mixer. III the process, fridion creatl.'d by high speed rotation of the mixer blades :]])(1 intense movement ofmarerial particles genaatt:s substanti:tl heat raising the r~'ll1perature orbknding materials. As the PVC partide~ are Ill::Jfed, they expand. developing a porous. irregular appearann: similar to that or pDJH:orn. In the"popcorn" conllt!u ra tion. p:J rtides beco mL: ulli formly CO;] [cd wit h minoringred iL:n [s j n corrL:c! proportions t!L:( alll inL:d by thL: compound 1'0 rlllul~l

lion. SOIllL: ini'fl'diL:nts, such as lubric:ll1ls, melt at till' ckvakd !cmpL:ra

tun;s, penni!!int! thorough dispersion and providing :Idded honlOgeneily (lJ

the blend. t\l'i,:r intensive mixing at L:kvalL'd klll!)L'raturL:s for sL:VL:rallllil1utes, prL:paration or a balch or I've compound is compkte. Tile b:llch istllL:n c;ookd to foam temperature and ill powder rorm trallsporlL'd to compound siJos I'or storage and USc.

Upon oema nd, the ex trusion com pOUIl d is pneumat icaJly conVL: yedto the pipe extrusion operation. Air moving al controlled velocities transportsthe PVC compound throughducts to the pipe extruderswhere it is dropped throughscreens into feed hoppers.The compound is thenmetered into the extrudersand pipe production commences.

Almost all extruded plastic products are produced on two classes ofextruders - single screw extruders and multi-screw extruders. Productsmade on single screw extruders include garden hose, fishing line filament,

'",---:)-~~

0"w

·1~.:,".J

65

IV - PVC PIPE MANUFACfUIUNG AND TESTINGCHAP'

~-H.··2v"

~ ). ../

l)

~r:::::::Jf-U--::L:.., ,I j::J C\Z< ' -11~

1 _ \

}I-I-l

~

\c..r"1 0:::

~J:.:J Ur::::: 5:::JU I- f-

r::::: I I< ' I:J:U tt I":.- '::- :,0 tt

.....:l~L:..,

{/J vV) ~I-I-lU0c:::c..

I

~

The popularity of the multi-screw extruder for the production of

PVC pipe can be attributed to the additional processing flexibility offered

by the multi-screw extruder. The same toughness and strength that makes

PVC such an excellent pipe material also renders it a relatively difficult

material to process. The multi-screw extruder's versatility allows process

ing at lower temperatures, with excellent dimensional control, and withsmaller quantities of necessary compounding ingredients providing PVC

its full potential strength.Multi-shew extruders are available in various configurations. They

may have two long parallel screws, two pairs of short parallel screws, two

conical shaped screws, or one large screw with two or more small planetary

screws. Screw rotation in multi-screw machines can either be in the samedirection or in opposite directions. In most l11ulti-scn:\V extruders used inPVC pipe production, screwS rotate in opposite directions or are counter

rotating. Screws in all of the various extruders rotate within heakd mdal

lit: cylinders or "barrels" machined to provitk close tolerances between

moving screw nights and cylinder walls.PVC compound, in its powder I"orm, !lows from tl\(; kt.:d hopper

through the feed throat into thl.: t.:xtrutkr barn:l where it is received by

rOlating scn':W$. The lllateri~l1 is then t:Ol1vcyed with a pumping action bythe inll:r-mcshing screw flights through the extnllkr. As the mali:rial passl.:s

through the extruder and is l.:xposed to carefully controlled Ileat and pn':$

SUfe, it is converted from the dry powder into ~l viscous plastic mass rcscm

bling hot taffy. To provide required properties ill the finishl.:d pipe prod

uct, the process is carefully monitored and accurately controlled.When the plasticating (softening) process is complete and volatiles

have been removed from the molten plastic, the material is properly pre

pared for final forming. The viscous, elastic mass of plas~ic is extruded intothe pipe forming die under high pressure (2000-5000 psi). In the pipe

extrusion die, the hot plastic material is molded in to cylindrical shape.The material, as it leaves the extrusion die at the exit orifice, is

extremely hot (about 400°F), flexible, and pliable. In this state, the hot

plastic is formed with accuracy into a finished product with required dimensions and then cooled into a solid state. Outside diameter dimensional

cantrol is established by forcing the hot plastic against a sizing sleeve asit is drawn away from the extruder by a piece of equipment commonly

called a haul-off. Wall thickness control is established through proper

synchronizing of haul-off and extruder speeds. Wall thickness is normallyadjusted by varying the speed of operation of the haul-off. Generally,

CHAP1\.lV - PVC PIPE M,\:-.iUFACTURING A;'iD TESTING

67

When the bell joint is properly formed to required dimensions. the plastic iscooled to a solid state and the tooling is removed.

Integral bell gasketed joints manufactured for non-pressure applications such as sewer pipe may be formed on PVC pipe without specialprovisions to provide added wall thickness in the bell joints. Intcgral bellgasketed joints manufactured for pressure piping applications III ust beformed with process controls which provide increased wall thickness in thebell joint. Join ts prod uced on PVC pressure pipe must provide <l criticalratio of wall thickness to bell diameter necessary to provide proper join tpressure rating. (See Uni-Bell Rccommended Standard UNI-B-I, Thermoplastic Pipe Joints, Pressure and Non-Pressure Applications.)

Integral bell ga~kded joints manufactured for pressure applicationsare normally formed in one of three common processes providing il1L:reasedbdl wall thickness. In one process, thl;' bdl w:lIl tl1i..:h:ning is obtained byinl'l'easing pipe wall thickness Lluring extrusion on thaI ponion of the pipl;'to be bL'liL-d over a forming mandrel. In another procl;'SS, an extra iL-ngth orheated alld wftened Ill;lll'l'ial is upset or l'on;l;'d wilh ~·\treme pressure into;1 dosl'd forming mold I'illinF thl' Illold Ch;IlUbl'r alld dl'vdoping desiredshape alld dimcnsions in lhe rilli:-.hed bdl joint. In anolhl'r proce:-.s. lh~'

~'xlra t!lickll~'SS is oblaiJll'd with a r~'inforl'lil~ sk~'\'~' instalkd durin!! forllling or lhe h~'1J joint o\'n ~I fonning mandrel.

It should be noted tll;lt another system for manufacture of j!;lskekdjoints in\'olvcs lhe extrusioll 01' pipe alld scparak coupling stock fromwhich dual gasket couplers ;If\;' machined. Couplings may bl;' assembled

onto pipc during manufacturing orlaler at til .... job site.

UpOIl completion or the manufactu rill g operation. tllc fj 11 ished

'. PVC pipe is transferred to a holdingsta tion where the prod L1ct is subjectedto thorough quality control inspcc

"HOYO coU"TESY O~ CC"T"''''H"o CORPO""TION tion and quali ty assurance testing.

STANDARD SPECIFICAnONSThe following list of standard specifications is submitted as a partial

summary of standard documents applicable to PVC pipe products. Specifications listed include: product specifications, test methods, join t specifications. system standards. recom mended practices, terminology, plumbingcodes, and design guides.

+I

IIiI

66

CROSS-SECTION OF TYPICAL PIPE EXTRUSION HEAD

HANDBOOK or PVC J'JPE

reduction of haul-off speed inneases wall thickness: ilH;r~'as~' in haul-orfspeed fed uCeS walt thit.:kness. W!Jen ~ub$tant i;d changes in w;tll til ickness;lfl' required. changes in tile extrusion t(loling dllllensions arl' reqlllrnl.Upon colllpletion of rinal 1't>fJning, till' e\tl'uded I've pipl' is drawn ;l\vayfrolll the extruder into l.:ooling tanks wilL'1"l' it is cookd by chilled watl'r. Bythl' timl' the pipc Cllll'rgcs from till' end of the cooling tanks, it ilas cooledto a tCJl1pcratt1re when.: it call be handit'd withollt distortion.

Aftn leaving the coolin;g station and passing througil tile haul-oIT,tile pipe travt.:1s through a printing station. Pertint.:nt product and processinformation is printed on the PVC pipe. Beyond the printer, the pipe isautomaticalty CLlt to correct length with chamfered ends. This process isaccomplished with a planetary saW which cuts and chamfers as it travels

with the moving pipe.At this point the finished PVC pipe is transferred to a belling station

where an integral bell is formed onthe end of the pipe. In this process,the portion of the pipe to be formedinto a bell is re-heated to a pliablestate which permits mechanical molding. The integral bell is formed bymeans of precision belling toolingwhich may include an internalmandrel and variolls external dies.

"~OTO C:Ol,JR-rE:~Y 0": c.THV L. COR"'O~"""'IDN

68


Group E: i\lcthuds of Test

*Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Pipeand Fittings

Determining Dimensions of Thermoplastic Pipe and Fillings

Solvent Cements for Joining Acrylonitrile-Butadienc-Styrene(ABS) Pipe and Fittings to Poly (Vinyl Chloride) (PVC) Pipeand Fit tings for Non-Pressure Applications.

Joints for Plastic Pressure Pipes Using Flexible ElastOlTIcric Seals

Joints for Drain and Sewer Plastic Pipes Using Flexible Hmomeric Seals

Elastollleric Seals (Gaskets) For Joining Plastic Pipe

"'Sholl·Time Rupture Sln:n~th ofPla~(ie Pipe, Tubing anuhllings

"'Tullc·To-Failure of l'la~lic PIpe undl:[ LoI1~.Terl\ll(ydrustatic

Pre~~ure

*Longi luumal Tensile Proper tills of Reinfurced ThermosettingPlastic Pipe and Tube

*impact Resistance of Thermoplastic Pipe and Fittings byMeans of a Tup (Falling Weight)

*Quality of Extruded Poly (Vinyl Chloride) Pipe by AcetoneImmersion

*External Loading Properties of Plastic Pipe by Parallel-PlateLoading

*Apparent Tensile Strength of Ring or Tubular Plastics by SplitDisk Method .

*Obtaining Hydrostatic Design Basis for Thermoplastic PipeMaterials

External Pressure Resistance of Plastic Pipe

D3139

Fol77

D3138

03212

02564

69

D2105

D2122

STANDARDS FOR PVC PIPING - Continued

ClfA!"'\ IV - PVC PIPE MANUFACTURING AND TESTING

D2152

]) 1599

D2412

D2837

02444

02290

D2924

ASTM - Cont'd.

Group D: Plastic Piping Joints and Solvent Cements

~Slandardsmarked with an asterisk havc bccn accepted as Amcrican National Standards.

Drain, Waste and Vent (DWV) Plastic Fittings Patterns

Group A: Systems

Type I'SM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Hlllnp

Three.lnch TlLin Wall Poly (Vinyl Chloride) (PVC) I'laslk DrainWaste and Vent Pipe and Fi!!ings

*Po]y (Vinyl Chloride) (PVC) Plastic Drain, Waste, and VentPipe and Fittings

*Poly (Vinyl Chloride) (PVC) Sewer Pipe :llllJ Fi!!ings

Type PSI' Poly (Vinyl Chloride) (PVC) Sewer Pipe ami FI!!lJlgS

Thermoplastic Gas Pressure Pipe, Tubing, and Fittings

Group B: Plastic Pipe Specifications

03311

Group C: Plastic Pipe Fittings Specifications

D2466 *Socket·Type Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings,Schedule 40

American Society for Testing and Materials1916 Race StreetPhiladelphia, Pennsylvania 19103(215) 569-4200

02464 *Threaded Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings,Schedule 80

D2467 *Socket-Type Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings,Schedule 80

STANDARDS FOR PVC PIPING

02241 "'Poly (Vinyl Chloride) (PVC) Plastk Pipe, (SOR·PR)

02672 *13cll·Eml Poly (Vinyl Chloride) (PVC) Pipe

D2740 *Poly (Vinyl Chloride) (PVC) Plastic Tubing

D303-1

[) 1785 *I'oly (Vinyl Chloride) (PVC) Plasli~ Pipe, Schcduks 40, BO,120

02lJ-I9

03033

02729

D2513

02665

The ASTM Standards are divided into groups as foHows:

*Standards marked with an asterisk have been accepted as American Nalional Standards.

U. S. Drpartlllcnt 01" Agricultl1n:Soil Conservation ServiceWashington, D.C. 20250(202) 447-4543

Specifications ActivityPrin ted IVfatcrials Supply DivisionBuild ing 197Naval Weapons PlantWaShington. D.C. 20407(~O~) 545-6700

Commanding OfficerNaval Publications and Forms Center5801 Tabor AvenuePhiladelphia, Pennsylvania 19120(215) 697-2000

Department of Transportation, Hazardous MaterialsRegulation Board, Office of Pipeline Safety, Title 49,Part 192. Transporta tion of Natural Gas and OtherGas by Pipeline: Minimum Federal Safety Standards,FEDERAL REGISTER, Vol. 35, No. 161, Wednesday,August 19,1970, and amendments.

"'High Pressure Underground Plastic Irrigation Pipelincs

'" Low (lead Underground Plastic Irrigation Pipelines

l'b~(k Rod. SoJiu: I'l:tst ie Tubes :lIlU Tubinl;., Ilcilvy Walled:l'olYVJllyJ Chloride, Rigid

Cunduit and Flltings,l\"on·j\ktaJlic. Rigid (Plastics)

1'1!1l' ;uJd hlllng~. Plastic (PVC, [)r;Jin, \\'a\lc and Vellt)

"\Veil

Tubing, TlJer1Jlopla\tic (Laboratory and Medical)

FEDERALSPECIFlCATIOr\S

DEPARTMENTOF

DEFENSE~HLITARY

STANDARDS

DEPARHIE0:TOF

AGRICULTURE


CHAPTER IV - PVC PIPE MANUFACTURING AND TESTING

L·P 320 II

\\'·C-10LJ-!

1.·'1·7\101\

LI'·I tJ3bA

DOT-OPS

SCS 6-1-2

scs-nO-DD

SCS 430·EE

tlllL-A-220 IOA(l) A,dhesive, Solvent-Type, Polyvinyl Chloride

SCS National Engineering Handbook. Section 2, Part I, Engineering Practice Standards

*Standards marked with an aSterisk haye been accepted as American National Standards.

American Nation:.!l Standards Institute. Inc.1430 BroadwayNew York, New York 10018(212) 868-1220

Installation of Gas Appliances and Gas Piping

Standard for Mobile Homes, NFPA No. 501 B

Plumbing, Heating and Electrical Systems for Travel Trailers

Standard Code for Pressure Piping, Gas Transmission andDistribution Piping Systems and Supplement ANS B31.8b-I969

Rigid Non-Metallic Conduit, Underwriters Laboratory StandardUL651

Group G: Terminology

*DdiniliollS uf TCflm Rclating 10 ]'la\lic I'IPlll~ Sys[clm

*Slandard Dcfinil ions 01 Tenm Rcl:ll ing It} l'b\t1c\

S:lfe llandlll1\.t of Solvent CeJ11cn[~ llsed Illr Jllllling ThermoPlastic Pipe a~l<J Fillings

Underground Installation of Thermoplastic Pressure Piping

*I\laking Solvent Cemented Joints with Poly (Vinyl Chloride)(PVC) Pipe and Fluings

Z21.30

C33.91

F..\12

F402

A119.1

A119.2

B31.8

DHH3


Group F: Recommended Practices

GrOllp II: 1\1 a lerials Refcrcllced in Plastic Pipe,Fitting uno Solvent Cemcnt Standards

D 1704 *Rigid Pol'y (Vinyl Chloride) (PVC) Compounds and ChlorinatedPoly (Vinyl Chloride) (CPVC) Compounds

D2749

D2321 *Underground Installation of Flexible Thermoplastic Sewer Pipe

02657 *Heat Joining of Thermoplastic Pipe and Fittings<

02774

02855

ASTM - Cont'd.

~Standards marked with an astcrisk hayc been accepted as American National Standards.

Ulllkrwritcrs Labor~llOriL's, 1m:.207 I'.ast Ohio SlreetCllica~o, Illinois ClOG I I(312} (J-i2·6()(J9

American Water Works Association6666 West Quincy AvenueDenver, Colorado 80235(303) 794-7711

Building Officials and Code AdministratorsInternational, Inc.

13 I3 East 60th StreetChicago, llIinois 60637(3 12) 947-2580

American Petroleulll Institute300 Corrigan Tower BuildingDallas, Texas 75201(214) 741 -679 1

75

National Association of Plumbin" Ht:atin cr

Cooling Controctors 0' ::>,

1016 20th Strt:et, N.W.Washington. D.C. 20036(202) 33J-7675

CH,\!'TFR 1\' - PVC PIPE MANUFACTURING AND TESTlNG

Rigid NlJIlInct:illie Conduit; ANSI CJ3,l) I

Ou tlct Buxes :Ind Fittings

Thermoplastic Line Pipe (PVC and CPVC) and Appcxtlix A

Poly (Vinyl Chloride) (PVC) Pressure PilJe 4-in through 12.infor Water

B:lsic Plumbing Code

:\alion:11 St;Jnd:lflJ Plumbing Code

STANDARDS F9R PVC PIPING - Continued

UL65]

UL 5[4

AWWA

BOCA

API Spec 5LP

AWWA C900

NAP! ICC

NAPHCC

74

Southern Building Code Congress3617 8th Avenue, SouthBirmingham, Alabama 35222(205) 252-8930

In ternatio Ilal Con rcrcncc of Build ingOfficials

5360 South Workman r.liJI RoadWhittier. California 9060 I(816) 741-2241

International Association of Plumbing andMechanical Officials

5032 Alhambra AvenueLos Angeles, California 90032(213) 223-1471

Uniform Building Code

Poly (Vinyl Chlmide) (PVC) Natural Gas Yard Piping

Non-Metallic Building Sewers

PVC Drain, Wasle and Venl Pipe and Fillillg~

Uniform Plumbing (odc

Standard Plumbing Code

PVC Pipe and FJttings with Rubber G;tsketed JOlIll~ ror ('oldWatcr Service allli Yard Piping

Solvcnt Cementcd PVC Pipe for Waler Semee and Yard Piping

Supplcmcntal Standard to AST:-'1 D2(lS 5: Poly (VUiyl Chlmidc)(PVC) Plastic Drain, W;IStc .Illd Vcnl Pipc and hllings

ICBO

SBCC

ICBO

IAMPO IS 1}

IAPI\IO

JAP~10 IS 9

IAPMO IS I

STANDARDS FOR PVC PIPING -- Continued

1AP1\1O

IAP;"10 IS 10

JAP~IO IS 14

IAPMO I'S 27

NSF - Cont'd.

NSF Seal of Approval Listing of Plastic Materials, Pipe, Fittings ,111d Appurtenances forPotable Water and Waste Water (NSF Testing l.<lboratory) (Issued in March each year)

(Nute: IS"" lm-Iallatiol/ SUi/1c!ard: PS "" ProPCfty Standard)

HANDUOOK OF PVC PiPE

77

CHAPTER IV - PVC PIPE MANUFACrURING AND TESTiNG

Pipes of plastics m:lterbls for the transpon of Ouids (outsideJiamet0rs and nominal pressure) - Part I: I\ldrk series

Pipes :lnu fillings of plastics materials - Socket filtings for pipesunder pressure - Bask Dimcnsiolls -. Metric series

International Standards OrganizationSecretariat: Nederlands

Normal.isitic-instituut (NNI)Polakweg 5Rijswijk (ZH) 2106Netherlands

USA CONTACT: American NationalStandards Institute

1430 BroadwayNew York, New York 10018(212) 868-1220

Pipes of Plastics materials for I he: trallspolt 01" Iluids (olltsiJcdi;lIneten; :lIld nominal pressure Part II Incl! series

Pipes :lIlll lilt ings of plastics malcrials - Socket flltings withSpiliut cnds lor domestic and indust rial W;lStc pipes .. BasicdlLllcnsiom I\h:trit.: series

~louldl:d filtings in unp!;lstieized polyvinyl chloride: (PVC) forusc under pressure - Oven test

Socket fillings for pipes under pressure - Unpl:lsticized polyvinyl chloride (PYC) nttings with plain sockets - l\lelric series

Plastics pipes for the transport of Ouids - Unplasticized polyvinyl chloride (PYC) pipes - Tolerances on wall thicknesses upto 6 rnm.

Plastics pipes for the transport of Ouids - Determination of theresistance to internal pressure

Plastics pipes for the transport of fluids - Unplasticized poly~

vinyl chloride (PVC) pipes - Tolerances 011 outside diameters

Unplasticized polyvinyl chloride (P.YC) moulded fittings forelastic sealing ring type joints for use under pressure - Oven test

Unplasticized polyvinyl chloride (PYC) moulded filtin"s forelastic sealing ring type joints for use under pressure - Pr~ssureresistance test

ST/\.NDARDS F ....... {(, PVC PIPING - Continued

727

580

R 265

R 330

1167 e

2035

2043

Rl165

RI330

**R 161

Recommended Practice for the InstallatIon of Thermoplast icPiping for Gas Service

Canadian St:mdards Assodalioll178 Rl'xdah: 130ukvardRexdale, Ontario, Can:lLla M9W 1R3(41 (1) 743·5200

Design. In~l~lbtion :lllU l'.:rformancc of Underground Thermoplastic Irrig~tioll Pipelines

Plastic Underground Power Cable Dueling

76

Rigid PVC (Unplaslicized) Conduit

Rigilll'oly (Yinyl Chloride) (PVC) Pipe for PreSSIJrl' i\pplK;'liol1s

American Association of State Highwayand Transportation Officials

Room 341 National Press BuildingWashington, D.C. 20045(202) 624-5800

Rigid PVC Boxes and Fittings

Standard Specifications for l-lighway Bridges

American Society of Agricultural Engineers2950 Niles RoadSt. Joseph, ?\1ichigan 49085(616) 429-0300

Poly (Vinyl Chloride) Drain. Wasle and Yent Pipe ;llld PipeFittings

Recommended Practice for the Installation of PYC Drain, Wasteand Yent Pipe and Pipe Fillings.

Plastic Drain and Sewer Pipe and Pipe Fittings for UseUnderground

Recommended Practice for the Installation of Plastic Drain andSewer Pipe and Pipe Fittings

Thermoplastic Piping. Systems for Gas Service

STANDARDS FOR PVC PIPI~G - CO~1tinlled

B 181.2

B 137.4

B 196.1

B 137.3

B 182.1

B 181.12

B 137,14

AASHTO

B182.11

A5AE 5376

C22.2 No. 85

C22.2 No. 136

National Fire Protection Association470 Atlantic AvenueBoston, Massachus~tts02210(617) 482-8755

JnstalIation of polyvinyl chloride (PVC) sewer pipe

Polyvinyl Chloride (PVC) Plastic Gravity Sewer Pipe and Filtings(Nominal Diameter 18 - 27")

UNI-B-5

UNI-B-]

NFPA

C! fER [V - PYC PIPE MANUFACTURING """D TESTING

79

UNI-BELL - Cont'd.

NFPA St:lIldard No. 24 - Outside Protection

STANDARDS FOR PVC PIPING - Continu~d

TESTINGThe high kvd of In:hnology inhl'f<.:nl in lhe manufacture of PVC

pi pe is clcarly displayed iii lile ex tcnsive and sopll ist kaled sl:lt istica I sampling :ll1d t<.:sting requirements imposed by lhe PVC piping industry on itsconstitu..:nt manuracturing members. The lklllands or rnod~'l"Il fluid distribution and colkctioll piping systems ll;iV~' b~'el1 Illel not only by adv;1I1Cl;dmalluracturing speciric:lliorls and ll'chnology but also by critic:dly importantadvanced testing requin;I1H;nts :11ld technology the final insur:lllce to theconsumer th:lt PVC pipe will consistently ;lI1d reli:lbly serve his long-termIl<.:eds.

Testing in the PVC pipe industry may generally be divided into threecategories: qualification testing, quality control testing_ and assurancetesting. Each testing category is a signincant and vital part of the finalinsurance that PVC pipe will serve with reliability antl durability throughthe life of its intended applications.

Frequently, the purpose and value of the different categories oftesting are misinterpreted and confused. This chapter is offered to definesimply the purpose and value of testing requirements as established byengineers, specifiers, and owners and as implemented by PVC pipe manufacturers_

General definitions and description of the testing categories presented in a desired specification are:

Qualification Testing. Qualification Testing is performed on pipingproducts and the materials from which they are produced to insure that thefinished products can conform, without exception, to th~ requirements ofapplicable specifications. Qualification Testing must demonstrate that the

78

Uni-Bcll Plastic Pipe Association2655 Villa Creek Drive, Suite 164Dallas, Texas 75234(214) 243-3902

Unplasticized polyvinyl chloride (PVC) injection-mouldedsolvent-welded socket fittings for use with pressure pipe Hydraulic international pressure test

Double socket fittings for unplasticizcd polyvinyl chloride (PVC)pressure pipes with elastic sealing ring type joints - ~1inimum

dep ths 0 f engagcmcnt

Single sockets for unplastici7.ed polyvinyl chloride (PVC) pressure pipes with elastic sealing type joints - Minimum depths ofengagcment

Unplasticized polyvinyl chlorid~ (PVC) pip~, -- DelCfrlHlwlionof longiltJdinal rC\'er~ioll . Uquiu bdlh lrlllller,ion me thou

Polyvinyl chloride (PVC) plastic gravity sewer pipe and fittings

(Rev) Cancelled - See AWWA Standard C900

Thermoplastic pipe joints, Prcssure and Non-Pressure Application

Installation of Polyvinyl Chloride (PVC) Pressure Pipe (Complying with AWWA Standard C900)

2048 "

2045

2505

3460 Unplastici/ed polyvillyl chloride (PVC) prcssure pipcs ~lct ricseries - Dilllensioll5 of adapter for backing llange

253(, Ullpbsliclled polyvmyl diloridc (PVC) ]'ICS\lJrC pipes :lIld fit·lings, Illctric scries Dlll1Cnsiolls uf !lange,

3126 Plastic pLJles- ~lc:lsurell1L'llt 01 dlillellsiom


2500 Unplasticil.eu polyvlllyl chloride (PVC) pIpes - Dctef!mn:lliollof water absorption

2703 !luried unpb~lidlCd pplyvillyl chloride (PVC) pipes lor thesupply of gascous fUl'b ~lell ic series Spc'(lf!c':11 iun

3472 Unplastici/cd polyvinyl l;hloriJc (PVC) pipcs -- SpcciflC;Jtionand determination of resistancc to acctonc

UNI-B-2

UNI-B-J

UNI-B-3

UNI·B4

UNI-BELL

ISO - Cont'd.

2044

RECOMMENDEDSTANDARDS

8t

IV - PVC PIPE :\IANUFA("TLJRING AND TESTINGCfL\'

Toxicological Testing - performed to verify the absence of chemicalsin quantities \\thich cal1 be reasonably termed toxic, carcinogenic, ormutagenic to an extent which can be expected to produce adverse physiological effect to man when ingesting materials which are to be conveyed bythe piping product. This qualification test must be required for all PVCpotable water distribution piping products.

Organoleptic Testing - performed to evaluate the taste and odorproducing properties of PVC materials and piping products which aredesigned for conveyance of materials to be ingested by man. This qualification test is commonly required for all PVC potable water distributionpiping products,

L(Jug-term IlydrU5!lllic Design Slress Tes/ing - performed to estabIisit till' maximum allowable tensile stress ill tite wall of PVC pipe in a

cin:umrt:rcntial oricntation (hoop stress) duc to internal pressure applied

continuously with a high level or L'crtainty that failure or the pipe cannotoccur. This qualification lest must be- relJuin:d for all PVC prcssurc pipet:.\ lrusion com pounds.

Joining S',J'SICIll P('}jUJ'lllilllCt' Tesling is pcrrol'llll:d undn bbor-:1{Ory conditions to verify :1 kak rret: design or ~l spccil'it:d pipl' joint whicllwill Illaintain a proper connection and seal in a required application. Theapplicahk lJtl~lliricatioll tests ~lrt: reCOlllJ1lCIH.lcd hy tile Uni-Bell Plastic Pipe:\ssociatioll for both pressure and non-pressure applications for PVC pipingproducts .

Cell Classification Testing. ASnl D 1784.Standard Specirication ror Rigid Poly (VinylChloride) Compounds provides a nationallyaccepted standard means for selecting andidentirying rigid PVC compounds ror manufacture of specified PVC piping products. Cellclassification provides " standard means ofcategorizing PVC piping production materialsto establish identification of the PVC materialsand their minimum property values. (SeeChapter II - PVC Pipe Compounds.)

Qualification testing for cell classification

of a PVC extrusion compound is essential to ~~~;'~';'?TUE:~TOl':~~'~;OflATIO'"

insure that a finished PVC piping product can provide required mechanical

and chemical properties in any specified application. This qualificationtesting Illllst be performed in accordance with requirements and procedures

•

QUALIFICATION TESTS

Qualification Tests will vary in accord with tin: spt.:ciried n:quirementsfor finished PVC piping products.

Qualification tests \vill vary 1'01' pressure and nUll-pressure pipingproducts, just as th\!ir relative design properties vary. Toxicological testing,although critical to the qualification of raw materials for manufacture 01'potable water distribution pipe. is meaningless in the qualification formanufacture of sanitary sewer pipe. In general, these tests evaluate theproperties of raw materials and finished products to establish that specifieddesign properties required in the finished product can be consistently andreliably attained.

Qualification tests commonly used in the manufacture of PVC pipeare performed to evaluate the following design properties:

PVC Extrusion Compound Cell Classification Testing - as defined inASTM D1784 performed to establish primary mechanical and chemicalproperties of the PVC material from which the finished product is produced. This qualification test is typically required for all PVC plplllgproducts.

materials, process equipments, and manufacturing technology, when usedin the production of a specifIed product, can consistently yield, throughproper production procedures and controls, finished products whichcomply with applicable specifications.

Quality Control Testing. Quality Control Testing is routinely performed on a statistical sampling as PVC piping products are manufacturedto insure that proper production procedures and controls are consistentlyimplemented as required to yield quality products which comply withapplicable specifications. Quality Control Testing includes but is notlimited to insp'ection and testing to define proper dimensional, physical,mechanical, electrical, and chemical properties. Frequently, QualityControl Tests are required which may not dcfine a desired finished productproperty but do rerify the use of proper procedureS and controls in themanufaduring process,

Assurance Testing, Assurance Testing is performed :It thL' com~

pletion or manufacturing proL'CSS on a statistical sampling to inSlll\: thatproperties and qu:.llilit.:s lkfined in finished products consistently ~IIHI

fL'liably satisfy the n:quireml'nts or applicabh: SI)L'cinc~ltions. :\ssur:lJ1CeTesting is the final illsur:Jnct.: orfered b~l till' l11:IIlUf:ll.:tlln:r to till' user that :1

1!iven sjH.:cinl.,'l! product will l'ntirl'ly satisfy lIlL' user's !leeds.

80


82

HANDBOOK Or: PVC PIP£

83

CIlIER IV - PVC PIPE MANUFACTURING A;'\D TESTING

In addition to evaluation of extractant water. PVC piping productsare analyzed by name-ionization gas chromatography to insure th:lt a maximum limit of 10 parts per million (PPM) residual vinyl chloride monomer(RVCM) is not exceeded. The maintenance of this RVCr.llimit in pipingwalls insures that there is no reasonable expectation that RYC!'>l can migrateinto potable water. Sophisticated test equipment sensitive to 2.0 parts perbillion (PPB) will consistently be unable to detect RYCl\I in potable waterconveyed by PVC piping which contains less than 10 PPM RYCM in pipewalls.

Toxicological testing mllst be considered a required qualification testfor all PVC materials and piping products specified for potabk water application.

Organolep!ic IT:lstc and Odor) Testing. Org:lno!cpliL' l"v:iluation ofPVC piping materi:ds is conducted in accort!:JJKe with procedllf\.:'s scI forthin ApPl"ndix A of :\SF S[:IJHlanJ 14. PVC piping proJudS an: t:\'ailialcdthrough [esling of L'xtract:mt aggressivL' water to whit:h the products arL'exposed lo insurt: thal maximum pL'frnissibk lastL' :lnd udor limlls I..'slablisl1L'd by the Nation:1! San i[al ion r:OllJH!:llion are nul t: xCt:L'lkd.

An:dysis performed by the i'-:ational S;1I1il:ltion Foundation or approved t'q uiva knt test il1g Iabor:ltory mllst L'st ah lish [hat ex lr;lcta nt \Va leI'L'\ poscd lo PVC pi ping prod uds spcci fit:d for potable w~llc r ap plica liondoL'S !lol exceL'd acct:plabk limits of taste :l11d odor. This evalU:llion isconducted in accordancc wilh the Standard 1\lclhods for thc Examinalionof Watcr and Wastcwa lc r. All1crican Pu bJic lIealt h Associa lion. :\WW1\

and WpeF. Results art: dctcrmincd based on thc 1l10difiL'd paired sampledilution tL'chniquc. TIle l\'SF thrcshold limit of acccplancc shall not cxcccd a geometric mean of 40.

Plastic piping manufacturers offerthe only piping material in potable wateruse routinely tested to provide consumerswith additional assurance of non-detect~

able taste and odor properties.Long-Term Hydrostatic Design Stress

Testing. Long-term hydrostatic designstress testing is conducted in accordancewith Plastics Pipe Institute (1'1'1) TechnicalReport PPI-TR3, Policies and Proceduresfor Developing Recommended HydrostaticDesign Stress for Thernloplastic Pipe ivlate- ~~~~t~Ti:~~~tl~~$O'(R~~RATC:O

0.050.051.000.010.050.050.002om0.05

[70 Variation}

Maximum Limit (mgfl)

Antimony*ArsenicBariumCadmiumChromium (hexavalent)

Leadi\lercurySeleniumTin*Total Dissolved Solids*

Contam inan t

*NSF esrablis!u:d limits 0/ acceptance not defined ill US PHS Drinking Water

Standards.

TABLE 9 - MAXIMUM CONTAMINANT LIMITS

Toxicological Testing. Toxicological evaluation of PYC piping materials is conducted in accordance with procedures set forth in Appendix Aof National Sanitation Foundation (NSF) Standard No. 14. PVC pipingprod Llets :Ind fll:.lterials arc evaluated through testing 0 f ex tractan t aggre~

sive water to which the products or materials arc exposed to insure lhatmax imum aCCL' jHabk concen tralions of harmful su bsl:lIH:CS do no l exceedlim its established ill the U. S. 1:llvi rOlllllen tal Protection :\gcncy NationalIn1l:rim Prim~lry Drinking Water Regul:ltiolls, 1975 edition. and additionallimits established hy the NSF Industry Advisory Committee on Thermo-

plastic Pipe.Chl:lllical :lnt! physic;d analysis Ih:rformcd hy tile Natiollal Sanita-

tion F(lund ation or :lpproWt! eq uivalcn t tcst iIll-: lahor;l! ory mllst cstablisllthat ex tractan t \Va tn ex posed to I've piping prod L1cls and ma le rialsspecified for potable water application docs nol contain contaminanls

in I,:'xcess of thc followi Ilg limi ls:

defined in ASTM D1784.Specified requirements include tests to determine:

Impact Strength (lzod)Tensile StrengthModulus of Tensile ElasticityDeflection Temperature under LoadChemical Resistance


TABLE 10 - HYDROSTATIC DESIGN STRESS

EQUATION I

CHA""'R IV - PVC PIPE MANUFACnJRING AND TESTING

Joining System Performance Testing. PVC pipe joint performancetesting is recommei1ded to insure proper joint design which will yield required long term perfonnance of PVC pipe joints in both pressure and nonpressure applications. Joining systems commonly used in the installationof PVC pipe are:

In tegral bell gasketed jointsIntegral bell solvent cemented jointsGasketed CouplingsSolvent Cemented CouplingsGasketed FittingsSolvent Cemented Fittings

Qualification tests should be performed by manufacturers to establish that the joining system offered will insure that the joint or couplingdesign will seal in the specified application.

The Uni-Bell Plastic Pipe Association recommends the use of Uni-BdlGaskekd Joints in direct connedion of pipe in continuous PVC pipe lines.Qualification testing or Uni·lklI joints should be performL'd in accordancewith Section 4, Laboratory Performance Requireml:nts, as defined in UniBell l{eCO!t1l1len tied Sta ntLtrd. UN I-B-l , Tile rmoplastic Pi pe Join ts, Pressure:lJltl NOll"IHcssure Applications. Performance testing of Uni"lklI joints inaccordance with tllis recoml1lL'nded stand;ml subjects specific joint designsto laboratory test for rL'sponse to both intL'rnal hydrostatic pressurL' and toinkrnal vacuum or external pressure. Tht.: joint design is evaluakd throughtesting of a represt.:lltative series of sample joints under the follo\Vin~ con-ditions: ~

Assembled joint in straight alignmentAssembled joint in angular deflectionAssembled joint in offset deflection

Joining systems represen t the single largest source of problems andfailures in the use of any piping material: plastic, iron, clay, concrete,asbestos cement, or copper. The consumer and engineer should be familiarwith qualification testing requirements for all piping products and shouldinsist on verification of results.

QUALITY CONTROL TESTS AND INSPECTIONQuality Control Tests are defined for a given PVC pipe in the appIi"

cable product specification. ~lany quality control tests and procedures arecommon to all PVC pipe products. Others apply only to certain products.

A universal requirement in the manufacture of all pipe products is

85

2000 psi1600 psi1300 psi

Hydrostatic Design Stress*

84

5 = HDBF

Hydrostatic Design Stress, psiHydrostatic Design Basis, psiSelected Safety Factor

Where:5 4

HDB=F =

Safety Factor

2: I2.5: I3: I

*S mlues rounded all to nearest 100 psi

rials. The basic test method for obtaining long-term pipe test data is defined in ASTM Standard D2837, Standard Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials.

The Hydrostatic Design Stress (5) for PVC pipe is established as

follows:

The Hydrost:ltic Design l3asis (HDD) for a given PVC pipe extrusioncompound is established through long term hydrostatic pressure testing ofPVC pipe extruded from that compound. The qualification test for onegivcn PVC pipe extrusion compound is conducted in accordance withASTivl Standard D~S37 and involves testing of one lot of pipe for 10.000hours and two additional Jots of pipe from the same compound for 2.000hours to establish the stress regression line from which the I!DB is c;l1"culateJ in accordance with PP['-TR 3. Tilt.: Ilydrostatic Dcsign Stress forthe given PVC pipe compound is then calculated by dividing the est;JhlishedIIDB by the desired safety factor (F) defined in the speeirication for thespecific preSSllft.: piping application.

The response of PVC pipe to hoop stress caused by internal pressureis timc dependent. Therefore, the qualification test to derine long term Sfor extrusion compounds is critical to insure proper long term performanceof PVC pressure pipe. (See Chapter V - Static and Dynamic Loadings).

The HDB for PVC 1120 must be established at a level equal to orgreater than 4000 psi. The HDB is derived for constant hydrostatic stressloading for 100,000 hours at 73.4 F 03 C). The S ratings required forPVC 1120 Pressure Pipe defined for commonly used safety factors are as

follows:

87

ProducE Packaging. 'The finished package of PVC pipe prqxnedfor shipmen t to the customer should be inspected to insure correctpipe quantity and adequate protection of the pipe. (Sec ChapterIV - Packaging.)Quality Control Tests,

Quick Burst Test. ThePVC pipe sample is pressurizedto burst the sample within atest time period of 60-70seconds. Burst pressure measured must L'xct.:'L'd minimumburst pressure rcq uiremen ts intll,; applicable product sp:.:cifi·catIon. Quick burst k~ting i~

",.OTO COhiI/Tt:'.;,y 0., Ci·Hl'A~f.'Ti.,t.n (OI,"L,UATHd4

conducted 111 accordance withAST~l DISq,),

FlOf[('/1IIh: '{'('.Il, TlIl' PVC .-,.l>'lj'''_''''''''''''pip,' s~llllpk i" lbllt:llnl l)L'·

tWl','I) IllO\'Jng par:tlkl plaks.WIl,'!l till' PII'l' s;JJllpk is Ihitl'nl'd by (>0' I Ulltil till' pointw!ll're Ih,; disi;lllCl' bl'tWL'l'l1tlIl' paralkl platl's equals 40';

or till' ori).'inal outside dia· ".. <,TO "<,,,"n-.v '"JO~jN~·t~Io,U\lIt.Lr. !.AI.r,,," (:o-l>I'OI'~T~ON

meter tlIl' s;lInpk siiouid dis·play no l'vidt:l1ce of splitting, cracking or breakin~.

!:'.Y(l'lIsi{))1 (}lIa!ir.1' Test. Thl' I've pipe sampk I:; inlln0rsed inanlIydrous (dry) acetonl' for a speciried duration. WlIen removdfrom tl1L' aCt.'tollt: batii at the speciCied tiIl1L', tlJe pipL' sampk shouldno t display evidence 0 r !laking or d isin kgration. Ex trusiol1 q llali ty

testing is conducted in accordance with :\STi\! 02152. Thistest only distinguishes betweenun fused and properly fusedPVC pipe,

Pi/)(! Ill/pac! Test. ThePVC pipe samples aw placedon a specified holder ~ll1d arc

subjected to 1i11pact by a 111ctnl t'.H>l"'O C':OUR"rT::SV o!~ CI~n'tAI·;;'TCt-:t.l CO~U'OfO\nON-A

86

HANDBOOK OF pVC PWE

that the manufacturt;r must take adequate measures to insure fuli compliance with th~ applicable product standard. This is accomplish~'d throughquality control inspection and testing.

Quality Control Inspection.Proper Workmanship. Inspection is conducted to assure that the

PVC pipe is homogeneous throughout ~ free from voids. cracks,inclusions Jnd other defects - and reasonably uniform in color.density, and other physical properties. Pipe surfaces are inspectedto insure that they are free from nicks, gouges, severe scratches. andother su€h blemishes. Joining surfaces of pipe spigots and integralbelt gaskett.'d joints are inspected to insure freedom from damage:ll1d imperfections.

Dili/e!l:>i. il/.I', l\kasun::men t 0 ( cri tical dimensions on a rt:g.ular ~lnd

systematk b;bi~ i~ eS~t:ntial. Failure to meet critical dimL'mional re·quin: Illen b rcntk rs the prod uct unsa tisfactory reg:lrdkss of successachieved In other in~p,'([ions and tesh, All dill1ellSlon:l! llleaSlll\>lllcnts are made in accorl!:ll1ce with AST.\[ ])2122. Dinh:nsion;l!measun:Il1L';\h comnlOnly n:quired include:

hi': UiallletL'l'j'q':.: Wall Tllid,nt.:ss(h ~di {y (() 1I [-(1 t'- Round ness)lkll Joint DilllcnsionsL::n~tli

Dime nsion~l1 n:qu irt.: ments an; de fi ncd in prud 1I t:l speci rica tions. AIIdime nsion:ll Illeasun::meil ts liskd above may no t bc rct] ui rcd ill so Illeproduct sp\.'j fica tions,

Product ,l[arking. Inspection should verify proper marking of thepipe as required in the applicable product specification. ~Jarking ofPVC pipe commonly includes:

i\bnufacturer's Name or Trademarkl\ominal Pipe Size and Size BaseP\"( Cell Classification or ivlaterial CodeDimension Ratio or Standard Dimension Ratio NumberProduct Type, Pressure Class, or Pressure RatingStandard Specification DesignationProduction Record CodeCertification Seales) (if required)

Inspection should also \'erify that identification markings will remainlegible during normal handling, storage, and installation.

ttlp of the defined tup geometry and weight falling from a specifiedheight. Impact resistance by PVC pipe is n::portcd in foot-poUJllls(Joules) of impact. Impact resistance testing is conducted in accordance with ASTM D2444. Impact resistance testing is conducted as aquality control procedure; it should not be considered a field accept-

ance test.Pipe Sriffness Test. The PVC pipe sample is tlattened berween

parallel plares to 5 percent datum del1ection at which point the forcereq uired to achieve deflection is accurately mC3sured. This force, perunit len~th divided by the vertical deflection, is expressed in units of

pounds per lineal inch per inch (lbfjin.in) (kPal and is termed the pipestilTness at SSt deflecrion uall1m. Defknion d~ilum r,:IS6 Olller ti!;I!1

Y; may be appropri~Jle for some products. Pip\.' Stiffncs, rcsllng isCOIH.I uckd in accordance \\'ith proceLl ur\.'\ definL'd ill :\S'I\1 O.>~ J 2,The 5~; rneasurel11L'nt used in 1'1PL' Stillness lL:'S[1I1g shollld not Ixinterprett:U as a neld pedorm~,nct' lllnit or dt'sig.n allow:lncL',

Quality control tl:stin~ must not bl: confust'd witi! f!L'ld ;ICCL'pi;lllCL"

testing. Various quality control procedures call be properly conduded

only during the manufacturing process.

QUALITY ASSURANCE TESTIr-;GQuali ty Assurance Tests may be defined 1'0 r PVC pi pc in prod ud

specifications. Quality Assurance Tests may be derined and l'L'(lllin:d In theterms of purchase agreements. Quality Assurance Testing. nlusl be con-

sidered final insurance of product quality.Sustained Pressure Test. The PVC pipe samples are subJected to

sustained hydrostatic pressure for 1000 hours, At tlle sustained pressure

88

II,1

i,i[

"~

tI

elL /ER!V - PVC PIPE .... lANLiFACTURING Al\'D TESTING

specified in the applicable product standard. the SJmDle should not fail,balioon, burst, or weep. Sustained pressure testing is c~nducted in accordance with ASTM D1598 and D2241.

Hydrostatic Proof Test. The Hydrostatic Proof-Test is required inthe manufacture of PVC municipal water main in accordance with A \VWA

Standard C900. In this test, every piccr:: of PVC water main is proof-testedat four times its rated class pressure through application of hydrostaticpressure for a minimum dwell time of 5 seconds.

TEST CERTIFICATION AND WARRAl'\TYQualification tests, quality control tests and inspection, and assur

~IJlCL' teSb. as required, :Jrc essenti;l! to the fll:.ll1uf:.ldure or quality !'VCpipe, Propn pcrlorm ~l!1CL' wi th ~I C~\:pl;d}k n:slllts j~ nol al ways read ilyest ~l blisheJ through cursory visual eX;lfllina tion of a finish L'd prod LILt. orcourse, lllLlt'h of a purchaser's assuran<:L' of proper prodlld oualitv is rdatedto his st'kction of a reputabk, reJiabk m;lnLifacltJrt'r. 1Io\~'L'\'er: ~l ntllliberor forms of rL'cognizl:d assurances ~Il'<: ;Ivailabk to a Pllr~'haser: reco!.:nl/.ed;IPPI'O\";]1 ;lJld listing, Jllallufactun:r's warranty, il1dcp~ndenl InsPccllo'n, ,tnd1ll:lllllf:lclllrL'r's compliallcl: sl;llclllenb.

\.

. Recognized Approv;J! and Listing, The llS~' of ;Ippw\";d and lisling bylIldcpcnden t lest iJl~ laborat ories is COllllllO 11 for I've pip': ma ll11faclurers.Many PVC pipe products are marked with the seal of approval frolll variousindepende nt, 1hird -parly ce rli fica lion bboratorks. Potable wa ter pipe anddrain-waste-and-vent (DWVl piping is routinely inspectt:d. lested. andcerlif"ied for lise in the United States by lhe National Sanitation FOllndation (NSF). i\lunicipal W:ltcr and fire main as well as electrical conduitare commonly certifit'd by Underwriter's Laboratories (ULJ, Potable waterpipe and various other piping products are routinely certified for use inCanada by Canadian Standards Association (CSA). The Plastics PipeInstitute (PP1) lists Recommended Hydrostatic Design Stress Ratings formany plastic pipe compounds, Factory Iviutual pro:icles listing fa; PVCwater pipe. Other testing l:lboratories and organizations offer listing servicefor various PVC pipe compounds and products.

i\lanufacturer's Warranty, l\lanufaclurer's warranty is a condition ofsak specific to the agreement estab.lished between a manufacturer andcustomer regarding quality and performance of pipe products purchased. Astandard warranty for PVC pipe products does not exist althou"h many aresimilar. Terms of warranty shoulcl not be assumed and should ""be obt;inedfrom the manufacturer.

5. Stllll(~anl ,\jerilOJs ji)/' tilL' FXaJlill!iJ!lOIl of ll'atCT allJ ill:.lS!('lI';J{CI'. '\11lCrlC,1l1 PubiJcIk:J11I t\\\lICl:J\IUI1. Amcrk:ln \"akr Work i\~~U~'j:Jllun allJ W:lkr l'uJlulIull C.Ulltr,,)h:,krat lUll. 14th Edilll)1l Il LJ 75 I.

4. Sarvctniek. Harold A. }'ujYl'ilJ)'1 Cfrloride. Vim .'\ostrand Reinhold Co .. Ncw 'r'ork.?\.Y. (1%'1\,

') "Policics <lnd Pr~ce~~Jres for ~cveloping Rccommended llydrostatic Design Strcssesfor .Therln~pbstlc [Ip~ tlbtena1s. PPl Technical Report, PP!·TR3." Pla5tics Pipe[nstltutc, l'cw York, i\'.Y. (June 1975). .

3. ".Recol11mcnded St:lnd~n.l Specification for Thermoplastic PIpe Joints, Pressure andJ':i0n.prcssurc Apphc.1tIOI1S, Ul\!·B·l." Uni·Bell Piastic Pipe Associ:nion Dallas1 CX;lS (19771. ' ,

I. Heilmayr, Petcr F. "PVC Pipc Kecps Rolling .!dong." Plastics EngHlcering (Jan.lC)76), p. 26.

91

CHAPTER IV

BiBUOGRAPHY

l) "Standard .\klho~l (~f TC$\~ I"o.r Impact RC~I~l:II1CC or ThernlDpla~tlc PlpC and ht ..t~n~s by ~k;ll1s of a !up (hi lhni' Weight). ASDI D~4-+·1"· Amcrican Sodc ly forr cstlng aild ,\bleriab. l'hilaJelphi:l. 1';1. ( r970 J.

10. "Standard :-'lcth~d of Tc~t for Quahty of Extruded Poly (Vinyl ChloriJ..:l Pipe byAc.etOllc ImmcrSlon. AST~1 82152," American Society ror Tcstin~ ,IlIJ t-Lllcrial~.Plllladclplll:I. Pa. (1967). . ~

11. :'Stan~lard :-'ktho~ of Test ro.~ Short·Timc Rupturc Strength of Plastic Pipe. T\lbll1~and ~ll tlng,. AS 1~·I D ISl)[), Amcrican SocIety for Testirw and I\latcrials. Pbi\J....delphw. P;L ( 1974). -

12. "Standard Method of Test for Time·to·Failure of Plastic Pipe Under ConstantIn~crnal P:cssure. ASHl D1598." American Society for Testin" and l\laterblsPllliadelplm. Pa. (1976). ".

13. "S.tandanl ;''';0: l~, for T!lermopla~tic Materials. Pipe, Fillings, Valves, Traps. andJOlnll1g Matenals. Nahonal S311l(ation Foundation Ann Arbor ~rl·'11'I"aI1 (D"1973). '. . .. ~" .l:.

HANDBOOK OF PVC P[!'E

Independent Inspection. Various governmental agencies conduc(ll1dependent inspection and testing of PVC pipe used within their jurisdiction.A number of independent laboratories offer their services to engineers,contractors, and owners who wish third-party inspection and testing ofPVC pipe.

Manufacturer's Co~npliance Statement. Statements of Complianceare recognized as an acceptable term of purchase. V3.riOllS PVC pipestandards require that the manufacturer shall, if required by the purchaser,

furnish a statement that all delivered materials comply with requirementsof applicabk" standards and of the purchaser. Compliance statements maybe in the form of a compliance certificate, a compliance affidavit, test

results. or a copy of test rcports for the pipe.Members of the Uni-Bell Plastic Pipe Association place -.:ontinuing

cmphasis on q u:dity products and s~r\'ic~.

90

PACKAGI?\G Ai\D SHIPPINGAt the l:ondusion of productioll

processes, inspection, and It'sting, thePVC pipL' products are pn:pared for shipment to the cuslolllt:r;-,. Various acc-.:ptable lllL'thods 01' product packaging an:commOl] in the PVC pipe induslry. PVCpipe is properly packagt:d for shiplllt:lltwhen it can be delivered to the projectsite witholll dam;Jgc when llsing equipment and handling proceduresC01llmon to the industry. Proper shipping and h:llldling procedures shouldbe provided by the manUf'lclllI'cr.

The manufacturer will routinely instruct tbe carrier on proper handling and tie-down proct.::dures. Upon acceptance of PYC pipe by a commercial carrier with agrccmcn t to deliver to an established dt:stin:ltion, the

responsibility for the prodnct is assumed by the carrier. (Sce Chapter VI Receiving, Storage, and Handling.)

14.


CHAPTER IV

BmLIOGRAPHY - Continued

"Standard Specification for Rigid Poly (Vinyl Chloride) Compounds and C}llo.rina~edPoly (Vinyl Chloride) Compounds. ASTi\'l D1784." American Society lor festlllgand Malerials, Philadelphia, Pa. (1975).

15. Winding, Charles C. and Gordon D. Hiatt, Polymeric Malcrials, i\1cGraw-HiH, NewYork. New York (1961).

16. "United States Public Health Service Drinking Water Standards." U.S. PHS Pub!.No. 956 (1964).

92

CHAPTER V

DESIGN

TL'chnic:ll design d:lta and rdationships are dcllned and ft:bted topropt:r dt.:si~n feCOllllllL'lH.lations I'Of USt.: of PVC pipt.'. Dt.'sign tbuJ andn:collllllcndatiolls aft.' sep;lrated into the following categories:

Static alld Dyllamic LoadillgsBcnding, Ikllection. and Support

l:xpansion and Contraction

llydralilicsApplication Precautions

Design recommendations arc grouped herein by specific design para

meters and are not grouped by individual pip!..: applications, since most

design parameters must be considered in the same manner regardless of

pipt' applications. The organization of this chapter. as described. eliminates

much repetition.

93

:z

--f if>

-~zz

~ -'<- c

c r=c;r.

2~ -r.c;

~

c;Z

r~·C

Z~

r=< r.n

-'J:; ~:.r. f

'<Z

r.Z.

0:z

G

H/u"4DBOOK OF PVC PIPE

CHAPTER V

DESIGN

Design practices common to the effective application of all pipingproducts are, in gn::at measure, applicable to the design of PVC pipingsystems. 1\1ore specifically, design practices related to the use of flexibleconduits are applied when designing PVC piping systems, Various design

procedures, relatively few in number, apply specifically to the Ilcxibility<

and hydraulic characteristics of PVC pipe and must be properly understood

for optimum performance of the product.Design dat~l and rt:collllllendation:.; offered in thb cklp!cr r~pr~::;t.'Jl(

a nllmb~r or :lcc;:pkd and provell practict:s. TlIt' aCClllllubtloll or kno\\'~

It:dgc on enginet.'ring (ksign or PVC pipl' Sy'stl'lll::; I'efk\.'h tilL' l'flOrts oj'

scientbb. eng.illel'r~, and operators over a IkTiud of time dating b;It.J. to

the mid 1930's. It also renects the ~oplJistication of mmkrn tl't.'illlUlu!!y.

As a d~:signL:d product of modern !echnology, PVC pip:: is, IJ1dL'L'lI, \vt.'ll

suitl.'d to st:rvt: in properly designed ;lpplicatiolls.

I'UBLiSIlED DESIGN GUIDi:S AND RECOiII,\IENDATIONSIn suppknH:nl to design (bta :Jnd n..'colllIlH.:ndatiolls olll'fl'd III this

chapter, other applIcable tlt:sign guicks. and n,:colllll1l'IHbtions publislll'd

by various organi;.atlons and agencies should be cOllsidL'red. i\ p;lrti~lI lisl

of publicatiolls applicable to. design of PVC piping SystclllS is submitted

for n:fl'rl'ilcc:

General ApplicltionsAI'Il'A - /1 CC Slalldard S{!ec(lica I iOIl j(;r Public WorksCOllslmelioll (Creell Book)

Amcrican Public Works Association1313 E, 60th StreetChkago, Illinois 60637

Associated General Contractors:551 Bevcrly Boulev;'lTdLos Angeles, California 90057

Available from:Building News, Inc.3055 Overland AvenueLos Angeles, California 90034

96

CHA!'TER V - DESIC's

Pipe/iuc Design for IVaiCr and WastewaterAmerican Society of Civil Engineers

Published by:Amerkan Society of Civil Engineers345 East 47th Streeti\ew York, New ''{ork JOOI7

Great Lakes - Uppert\lississippi River Board or State SanitaryEnginct.'rs Rt'commended Standards for Scwage Works (forWater Works) (Two Doculllents) (10 Stat~:: SC..lIHJaru::.)

Publls.hed by:fle:!!!!l Edu,:':llion Scr\'ict~

P. 0, B\J~ ~ 2,\3

Alb:lllY, \C\\ l\lfk 1.22.::'-i

J'/asrics Pi/ling .1l1/J/uul :Jlld Book of Tee/ullcal Rlpon.\, .\urcs./{CCnJlllllC}I<}i/fioIlS alld .S'!l/fellli'lIfS I'b;-.tics Pipt.' In':.tititc[1'1' II

Pla:->tlt'\ PIp:" ImllllJte

!)j\'l\IOIl ollhl' Sonet)' of tile PI:1:-.tlt'S Illdu<;try

35) Lnlll~:lol1 AVl'lllll'

i'l'W York. ;\t'w York 10017

Prl'SSllIT Pipl' Applicltions

",\WII'A Design Requirelilents and Criteria ror PVC II~O

Waler Pipe. Appendi, A. AII'II'I\ Standard C900"American Water Works Association666() West QUilll:Y AvcnucDenver. Color:Hlo 00:235

"~I:.mllal or Practice No.2, Water Systems - Pipe and Piping"Water and Wastes Engineering, George E. SymQns

Published by:Dun·Donne[Jcy Publishing Corporation666 Fifth AvcnueNew York. New York 10019

Irrigalioll Halldbook amI DirectoryNorth Plains PressAderbeen, North Dakota

97

Sprinkler Irrigation HandbookThe Irrigation Associati?n13975 Connecticut Avenue, Suite 310Silver Spring, Maryland 20906

published by:Brantwood Publications, Inc.Book DivisionP. O. Drawer 77Elm Grove, Wisconsin 53122

N'atu<.li Gas Distribution and Transmission Applicat~on: .I 0 t b tlon Piping"ASME Guide for G:1S Transmission alll IS n Ll

Systems" - 1973 _ .The American Sudety of Mechanical l:n~lllecrs

United Engineering Cenler345 East 47th StreetNew York, New York 10017

"AGA Plastic Pipe Manual for Gas Servicc" April 1971,

Catalog No. X50% 7I\meric:1ll G;IS I\ssllcial lOll

1515 Wllsoll Bou!cV,lrdArlington, Virginia 22209

. fC' - S ,-t 'I11S" November 1970,"i\laintenance and Operation 0 dS) S ~ . -;., AFi\1 91-6Army Ti\15.654, NAVFAC-MO 120, Air lor,,\; . 1

Superintcndcnt of DocumentsU. S. Govcrnmcnt Printing OfficeWashington, D. C. 20402

Sewer Pipe Applications . - F 1 I. \' 3/ (WPC' 1\ 011110ASCE Mantlal of Engineering Practice, o. . .of Practice No.9) Design and Cons{l'1Ictiol1 of Sall/fary alld

Storm SewersAmerican Society of Civil Enginecrs345 East 47th StreetNcw York, New York 10017

Water Pollution Control Federation2626 Pennsylvania Avenue N.W.Washington, D. C. 20037

CHAPTER V - DS':i!G'-<

"Manual of PracLice No.3, Wastewater Systems - Pipes a"dPiping" Water and Wastes Engineering, George E. Symons

Published by:Dun-Donnelley Publishing Corporation666 Fifth AvenueNew York, New York 10019

STATIC AND DYNAMIC LOADINGSIn the design of PVC piping systems, consideration must be given 10

stress applications common to all piping systems. Stress loading can heincurred due to hydrostatic pressure, surge pressure, earth or dead 10M.

and various Hve loads. PVC pipe displ(lys unique responSt' to comIliEl

stress loadings when compared with various tradition:!] rigid pipe products.

PVC pipe, a llexible thermoplastic conduit, will respond to stress wiJhdependence upon common variable conditions: temperature and tim,-,

duration of stress application. 11owcvl:r, PVC pipe responsl: to common

stress applications under varying ambient conditions is significantly dil

r~r('n I wlJL:1l com pa red wi Ih non-plastic pi pe responsc. Design considCfj

tions must. of COllfS!.:. rerled the specif'ic properties of PVC pipe.

INTERNAL HYDROSTATIC PRESSURE

PVC pipe. when manufactured for prl:ssurc applications, is rakd

for pressure capacity in accord with applicable pressure pipe standards.

In North America, PVC pipe is rated for pressure capacity at 73.4 F (23 CI.

The pressure capacity of PVC pipe is significantly related to its operatirrg

temperature (See Chapter III Aggressive Environments - Thermal). As

operating temperature falls below 73.4 F (23 C), the pressure capacity oj

PVC pipe increases to a level higher than its pressure rating or class. On tbe

other hand, as operating temperature rises above 73.4 F (23 C), the pres

sure capacity of PVC pipe decreases to a level below its pressure rating or

class. Figure 7 and Table 13 display the response 0 f PVC pressure pipe 10

change in operating temperature. Anticipated operating temperature is a

critical factor which must be considered in the proper design of a PVC

pressure piping system. The hydrostatic pressure capacity of PVC pipe is

tern perature dependent.

The hydrostatic pressure capacity of PVC pil?e is also time dependent.

The time duration of a given hydrostatic pressure applic<ltion must be

considered in the design of a PVC pressure piping system. PVC pi~.

because of its inherent nature, can withstand short-term pressure surgeS

substantially higher than those permittee! by its long-term strength. Tradi-

101

(6.79 )(5.21)(3.6(»)

9.'15755535

MlSI~IU~1 BURST PltE..SSURE FORWATER AT 73,.\ F (23 C), psi (~H'a)

l.:l

1E2S

DR

200150100

PRESSURECLASS

TABLE 12

QUICK BURST·PRESSURE REQUIREMENTS fOR AWWA C900 PVC PIPE(at 60 to 70 secs.l

By comparison with ,.,;" deSign pressure capacity of' PVC pressurepipe, a 1000 hour pressure capacity is considered short-term. In Tabk 12.quick burst-pressure requirements are given. When satisfying the requirements of this table, a sample of C900 PVC pipe must not burst at a pressureapplication less than that required for a test-time of 60·70 seconds (e.g.,755 psi (5.21 MPa) for Pressure Class 150]. Again, it must be emphasizedthat the design strength to withstand hydrostatic pressure is based on longterm data. Short-term hydrostatic pressure testing is conducted in manufacturing quality control. Pressure surges of infrequent short duration canbe withstood on a long term basis. PVC piping system design should bebased on the pressure class or pressure rating, not short-term test resu Its.

TIlt..: time dl:pendclll:c or PVC pipc response to ;lpplicd illtern;d

hydrostatic pressure can bl.; belta understood with considcration of thecreep property co 111111 on to all thermop Jastic products. PVC pipe. as athermoplastic product. responds to internal hydrostatic pressure in amanner that is substantially affected by plastic now or crecp. The creepproperty of PVC pipe is unfortunately misunderstood by many users andenginecrs. It is not a destructive force, relentlessly unde rmining the servicelife of a properly designed system. Creep occurs as the PVC pipe respondsto an applied stress, such as hydrostatic pressure, with gradual plastic flowor movement. In other words, in response to an applied stress such asinternal pressure, the PVC pipe will gradually yield to a point and at a [;ltethat depends on the level and duration of applied stress. The rate of creepin response to a given stress application decreases with the passage of time.

In analysis of compound cell classification 124548 PVC 1120 pressur-e

pipe, based o~ extensive and well substantiated data, it is established th:11the creep rate after 100,000 hours (11.4 yearsY of continuous, constantapplication 0 f rated hydrostatic pressure has declined to an insignificant

PRESSURE DR PRESSURE REQUIRED FOR HYDROSTATIC PRESSURECLASS TEST WITH WATER AT 7304 F (23 C), psi (M!'a)

200 14 650 (4.48)ISO 18 500 (3.45)100 25 350 (2.41 )

100

HANDBOOK OF PVC rfl'E

TABLE 11

SUSTAINED PRESSURE REQUIREMENTS FORAWWA C900 PVC PIPE (ut 1000 hours)

tional non-plastic pressure pipes display insignillcant difference betweenshort-term and long-term design strength. A pre~sure rating for non-plasticpipe based on quick burst testing is satisfactory. However, the hydrostaticpressure capacity of PVC pipe, as defined by its pressure rating or pressureclass, is derived through long-term hydrostatic pressure testing conductedto establish long-term strength. A pressure rating for PVC pipe based onshort-term strength is not satisfactory.

Design based 011 short-term strength of PVC pipe would be, indeed,

deceptive. jFor example, Pressure Class 150 PVC Pipe (AWWA C900) will

easily with~tand a short-term application of 755 psi (5.21 l'v1Pa) hydrostaticpressure for 1 minute. However, applic3tion of the same pressure for 5minmes could result in pipe burst. 111 a fUrl he r example. Pressure Class 150

PVC Pipe (AWWA C900) theoretically will withstand constunt :lpplicatiollof i 50 psi ( I .03 MPa) hye! rostatic pressure for in exeess of 1000 years. The

pr~ssurl' class 01" the product ll1ust be based on long-term strength. Thepipe's capacity to withstand short-term applications of substantially higher

hydrostatic pressure applications ll1ust be considered a bonus property notdefined in the PVC pipe's pressure rating or pressure class.

The dirren..:nCt: between long.-term tsustained) and short-term (quickburst) hydrostatic pn:ssme capacity of PVC pipe is ckarly illustratLd in thehydrostatic pressure l",'st ret] uin:mcn ts defined in the st;lnt!art! specil"ica tionfor PVC l11unicipul water main, AWW:\ Standard (900. ThL: standardrequires that the l11anufadurer 01' C900 PVC pipt..: wndud both sustained

pressure and quick burst. testing. Both tt:sts :m..: rdated to the hydrostaticpressure capacity of the product. In Tabh: \1, wSlaint..:d pressure requirements for the product arc given. When satisfying the rcquiremcnts of thistable, a s:lmplc of the C900 PVC pipe must withstand the required pressure(e.g., 500 psi (3.45 i\1Pa) for Pressure Class 150) for 1000 hours withoutfailure - ballooning. bursting or weeping.

CHAPTER \. - DESIGN

'-L-'I i

1.141\.' 11.10

PVC 1120 Plre

(~pproxin1alePlot oi1 yplcal Stress Re9re,slonDatill

FIGURE 5

STRESS REGRESSION CURVEPVC 1120 Pipe

4 I-

JI..,,-

-II -

SEeS, ~---L.--rl----l_I-..l--l

HRS, 001 01 I 10 100 10000~ .:..l:.::00:(:..-)-.:l~O~O~O(~JO~ _

10' VFlS.

'i'0

~ 7~ 6til

'"0 5~

103

Time Dur~ltlon of Slres~ AppllC.1110n

"pun ~ 1;"-. W';"'l.jAM P f... 'P-\V'O"~'" A~f\Ut:;'!'ITJON ';"0 r.. ... I1 ..,~y:. rllt;.,1=-H.,.~NT utn'lJrCAN WA.Tt>:'l WO"I~1' 1'\'5.'!;.O~~~';: "', J'Y "'r.UMI'!:"r.JO'~ o,..;~;" 'f~,·t.lrrrr.(.1 rr~OM JOUHNALIQN, ~MC .. Coer.c. w. aUUfCV • flo rot:(Jt:1 .... TION. cnr'vu,,,.uT ;.,Mrn:cr..r. WATr:::n"J-I. . ~ .,l\.vr:ro.,It .• Ur;UVf;lf, CO"'OI-tI'lE:) r:(l. ...'~1~ flY 'tHJ:..... ",rrn·

I{" pr ' .'. I " '0.»,CSSlll e c aSs 0 r pressure ra ti n!! for'i1 I PVC' .

fadurt'd in North Americ '. l' ., - .. ' pressure pIpe manu-d IS ),lSl.:d on a rdllled 1)1 t t'

commonly termed the St .. ' R ' , 0 0 stress regression

S1. . n:55 egressIon LlIlc (SR L'·· '~ L111C Jar PVC 11'0 )'), ,_ > " 111e). Sec Figure 6

_ ) Ilt:. rhe SR Line IS 'I plot ftl .on the SR Curve: howey'r II ' 1 ,. 0 1C same data plotted

t d

. t:, 11; lOOp stress on the v' t" I .'e With logarithmic scale J .' n Ica aXIS IS also plot-fl' w,en prepannu the SR L' T

o ong-term stress response data for PVC 0 " lne. h.e log-log plotof the SR Line, with const. t I PI,PC plots as a str;lIgllt line. Use, , <HI S ope, perm Its aCeLlf' tJcctlOn of long-term response ' a e mathematical pro-

All PVC pre . .'ssure pIpe manufactured' N I 'extruded from PVC COmI)O d f ' In ort 1 Amenca must be

bun s or which Stress R '

een established. PVC 11 7 0" egressIon Lines have. _ pipe deSIgned and ma f" '

water apphcations must ha LI ' ,nu .tdured tor pressure, ve a 1. ydrostatlc Desio B . (Ior greater than 4000 psi C'7 58 ~'rp ). " on .asls -IDB) eq ual toSt' d -. J a If it IS to meet AST~l

.In arc! procedure defines the I-IDB '. . J' standards.on the SR line at 100000 l' as the hoop stress ratmg established

, 101ll s.When submitting a PVC pressure pipe extruSI·Ol1 compound for

:::iounGr;:: WH.. t.~A;"'~

D. ta::~ue:1"ty. pfl:CSI'"

ol1rtT U rH-U lo:.L.L.",nr::;f"nutli'I:O vnaMJOURNALAM£:.flICAH WATt';RwonKS A"350CIA

Tlor. "oa...IJM~ G1ov ,..&nMI'~ION

or"" Tt-tt:. A~:;I.OC:~h·

TION. CO:PVHjGH"I'C:O

$'1:10 uy TH~ AMg:FH

CA'" w~"'I:'c.u WOU1'O'i/:J\~§OC1J1.·l"lOt~. -I.Nc.,

(,oliU W. QVIUCYA ,,~uue.. pC:: N v,~ II.

COL.OHAOO AQ';:'l':i.

50 80 100 120 '·\0 160

CREEP RESPONSEResponse of PVC 1120 pipe to Creep

Stress application-2000 psi (13.79 MPa)[at 73.4 F (23 ell

FiGURE 4

02

O'B~\0.6

O.~

I

II

~__-,--_-'--_J..---'L----,---,_-l

o 20 40

value. Figurt: 4 displays the w;cp response of PVC 1120 pressure pipe to

applied stn.:ss,II'lving reviewed the reSponse or PVC pipe to thl' neep phenomenon,

the cfkct or creep on the perrormance or PVC pipe in a prcssuri/.ed water

distribution system must be defined. The response of I've pipe to appliedstress is displayed in Figure 5, The curve in Figure 5 is known as the StressRq;.ression Curve (SR Curve) for pVC 1120 pipe. The curve. as shown. hasbeen plotted with the horizontal axis n.:prescnting th:: logarithm of time topermit plotting a g.reat .passage of tim:: - froll1 10 second to 1.1 nlil1ionyears, If the time axis were plotted on a linear scale (Cartesian coordinates).the variation in hooP stresS. which relates directly to applied hydrostatic

internal pressure. would appear insignificant rrom 100,000 hours to 500years, In a practical sense, a long-term response to applied hydrostaticpressure can be based on the hooP stress rating at 100,000 hours in that:

The response of the PVC pipe to applied internal hydrostatic pressure or applied hooP stress has essentially stabiliz.ed at 100,000hours when considering the design life of piping systems at 50 to

100 years,The response of PVC pipe to applied hoop stress after 100,000 .hours can be accurately determined through testing performed inaccordance with A5T11 D1598, Standard Method of Test forTime-to-Failure of Plastic Pipe Under Long-Term Hydrostatic Pres':

sure, and through analysis pc rformed as rcq uired in ASTM D2837

,Standard Method for Obtaining Hydrostatic Design Basis for

Thermoplastic Materials.

CflAVl'ER v - OESIGi\

:::: dt::sign stress, psi:::: preSsure raring, psi

:::: ;wcrage ou[skk dialllL't\::f. ill,:::: minimulll w;dl thickness j'll

OD ' ..

'" t . 5[;1 nd\lrd d imcllsion r;l! 10

2S ODP == -t- - 1 :::: SDR - 1

sP

ODt

SDR

Where:

Where:

S "" design stress, psiHDB == hYdrostatic design busis, psi

F :: [<Jetor of safety

. The Design Stress (S) serves as the .. 'm calculation of PVC 'Jip, , max1l11llm hoop stress value used

I . I e pressure ratm a PVC 'Cll ated 111 accord with st I 'd ,0' pIpe preSSure rating is cal-St 1 <Inc ill practice defi 'd b 1ane ards Organization (ISO)' I ,ne y t lC International

Jll tlC ISO EqUatlOn RI61-1960;

EQUATION 2

EQUATION 3

Tlle ISO r . t'AIU,l IOn call be tr;lll.~po~ed lo d .f' . '... .

e Inc Pll;SSlIft: fatJllg:

105

aD "= 8 6?5 . ,t - 0' - ~n, (8 ll1ch nominal Iron Pipe Size (IPS)

- Alim.HDB ::= 4000 psi

F ::: 2,0/]SDR '= 2!

p::::_.~SDR - 1

To del1lonstrak the c'IJcuht" /'IJip" tl ' ' 'JOn 0 pressure ruti "f i)V

C. 1C Iollowi ng exam!)), If' .. , .' no or C pressurer t' f . e s lOllS cu!cuhtJOns to .. t bl' )a Ing 0 PVC pipe IlJ"ocJ Llc'd t . < . . es J IS 1 till: pressureS . (; 0 mee t the f' .

. tandard Specification for P 1 (V' ,eqUJrements of ASTM D2241o Y my1Chlonde) (PVC) Plastic Pipe: '

Pipe Dimcllsions and Properties

lHH':, hl".t 105, irf}lI~"'O " IH.CtYi,r

STRESS REGRESSION LINE


HDBS =: ---F

FIGURE 6

(EQUATlON 1)

approval. Cl I11ClI111factllfcr mllst establish the Sl\ Line and HDB for the PVCmaterial through long-term hydrostatic pressure tt::sting in accordance wllbASTi\l D 1598 llnd ASTM 02837, Having established !b,l! a PVC 1120

extrusion compound provides HDB equal to or greater than 4000 psi(2758 ,\fPa), the compound can then be assigned a Hydrostatk Design

Stress R:Hing and is qualified in long-term stress rating for the mantlfactur(~

of PVC pressure pipe,

In the definition of PVC pipe's pressure rating, the Hydrostatic

Design Stress (5) r<lther than the Hydrost<Jtic Design Basis is used in cal

culations. The Design Stress 1S simply the V411uc obtained when HDB is

divided by a desired factor of safety (F).

_ .. L ..•

PVC PIDe Prrs,'Surc Rolling-pSI

107

FIGURE i

PVC PIPE PRESSURECAPACITY 'IS. OPERATING TEMPERA.TURE

o 80 12" 150 200 ;'250 ;-;". 315

(PVC Ino PRESSURE PIPE PRODUCED WITH 1245413 PVC MATERIALS)

:!J:OURCE:: W~Lt.'AM D. HCS(Ji!l:~'tTI f"n£''G;p£:NT UHI-Of:t.l.. RE:"RH~TCO 'FHOM JOURNAL AM~RIr:;J\I~ WJ\TfinWORKS AS~OC1A.'YIOt<l vOt.VM:r. 67 uY P'C::rlMISS10N Of/' THt: A$SOC~"Tl0H. COl"'YftIOHTII::D 111\1- lilY "'~t~ 1\,..U:::tll·C ..... N WATI!H WQAJ<,$ "t>5i-OCI ... .,.lOH. INC •• GcoliG W. QUINCY AVI!Mut;; I DEN .... eR. COI".O~ADO .C'Z)~.

2(2000)21-1 :: 200 psi

Calculation vISDR

8.625;: -- ;: 21

0.411

Calculation of Design Stress (S)

ODt

SDR ;:

p ::: _2~ ;:SDR -1

106

Pressure Rating ;: 200 psi

Calc[/latiol/ ofPressure Raring (P)

HDB 4000~ S::: -F- ;:~ ::: 2,000 psi

HANDBOOK Of PVC PIPE

The calculations show the design of PVC 1120 pressun: pipe ratL:d tooperale under 200 psi long-term hydro:;lalic pressure. It should be emphasized that this product is pressure rated for an operating lell1peratun.: of73.4 F (23 C). When PVC pressure pipe operates al lemperatures otherthan 73.4 F (23 C), pressure capacity should be established based onthermal design factors. S~e Figure 7 and Table 13.

TABLE 13

STANDARD DIMENSION RATIO PRESSUR.E CAPACITY AT ELEVATED TEMPERATUREfor PVC 1120 Pipe

PRESSURE CAPACITY. psi (MP~)\

56 (0.39)

36 (0.25)

45 (0.31)

27 (0.19)

36 (0.25)

18 (0.12)

28 (0.19)

22 (0.15)

18 (0.12)

J 1 (0.08)

140 F130 F

97 (0.67)

62 (0,43)

77 (0.53)

45 (O.3J)

62 (0,43)

31 (0.21)

49 (0.34)

38 (0.26)

31 (0"21)

19 (0.13)

120 F-----

126 (0.87)

SO (0.55)

100 (0.69)

60 (0.41)

80 (0.55)

40 (0"28)

64 (0.44)

50 (0.34)

40 (0.28)

25 (0.17)

110 F

J60 (1.10)

102 (0.70)

1?7 (0.88)

76 (0.52)

102 (0.70)

51 (0.35)

81 (0.56)

63 (0,43)

51 (0.35)

3~ (0.21)

1001"

201 (1.39)

128 (0.S8)

160 (1.10)

9G (0.66)

128 (0.88)

(,4 (0.-14)

102 (0.70)

80 (0.55)

64 (OA-1)

"10 (O.IS}

239 (1.65)

152 (l.05)

190 (1.31)

114 (0.79)

152 (1.05)

76 (0.52)

121 (0.83)

95 (0.65)

76 (0.52)

47 (0.32)

90 F80 F

283 (1.95)

180 (1.24)

225 (1.55)

135 (0.93)

180 (1.24)

<)0 (0.62)

144 (0.99)

112 (0.77)

90 (0.62)

56 (0.39)

315 (2.17)

200 (1.38)

250 (1.72)

150 (1.03)

200 (1.38)

100 (0.69)

160 (1.10)

125 (0.86)

]00 (0.69)

63 (0,43)

73 F

13.5

*14

17

*18

21

*25

26

32.5

41

64

SDR

o=

*AWWA Standard C900 PVC municipal water main.

II

°IN1 ..........

IoOJ

Nm-0(J

+-0

V>

c-'

II II II

I00Ow'"

c

c C7r.

~"J: -r.,.. ~

c; 0 >o t..l

<: ~ 0co

r. ;:;~.

-'o3

o:0

II

II

~!~010ornwo

II

;:c'T10 0

to 0

II II II II

110

Cllid'TER V - DESiGN

111

TABLE 14

PRESSURE RATING "S. SDR - ASTM 02241

PRESSURE CLASS "s. DR - AWWA C900

TABLElS

ratios, are based on a preferred series of numuers (Renard). Since c1imcn

sion ratios maintain a constant mtio between outer diameter nnd Wlll1

thickness, they provide a simple means of defining product dimensions to

maintain constant mechanical properties regardless of size. For a given

dimension ratio, it is commonly accepted that such properties as pressure

capacity and pipe stiffness remain constant independent of pipe size. Table

14 presents commonly used SDR values with corresponding pressure ratings

at varying factors of safety for PVC 1120 pipe. Pipe manufactured tocomply with ASTIvI D2241 is available in the listed SDR's. Table 15 pre

sents DR values with corresponding pressure classes as defined in AWWAC900.

SDRPRESSURE RATI:'\G PER FACTOR OF SAFETY. p.li (MPJ)

1.0 1.5 1.0 2.5 3.0 4.0

13.5 630 (4.3-1) 420 (2.S t» 315 (2.! 7) 252 (1.74 ) 210 (1,.15) 158 (1.00)17.0 500 (3.-15) 333 (2.2<) 250 ( 1.72) 200 ( 1.38) I()7 ( 1.15) 125 (U.06)

21.0 400 (2.76) 267 ( I.S4) 200 (US) 160 (1.10) l33 (O.t)::'.) 100 (0.69)26.0 320 (~.20) 213 (1.47) lW(1.I0) 128 (0.88) 107 (0.73) 80 (0.55)32.5 250 (1.7 2) 167 (1.15) 125 (0.86) 100 (0.6<) 83 (0.57) (,3 (0.43)41.0 200 (1.38 ) 133 (0.<)2) 100 (0.69) 80 (0.55) 67 (0.46) 50 (OJ5)51.0 160 (1.1 0) 106 (0.73) SO (0.55) 6'1 (0.44) 53 (0.37) 40 (0.28)64.0 126 (0.86) 84 (0.57) 63 (0.43) 50 (0.34) 42 (0.29) '''l (0.22),)-

DRPRESSURE CLASS AT FACTOR OF ADDITlQNALSURGE ALLOWANCE

SAFETY =1.5, psi (Ml'a) FOR 2 £ps FLOW VELOCITY, psi (Ml'a)

14 200 (1.38) 40 (0.28)]8 150 (1.03) 35 (0.24)

25 100 (0.69) 30 (0.20)

In summary, the hydrostatic pressure capacity of PVC pipe is related

to the following variables:

Operating temperature under pressure.

- Duration of stress application affected by internal hydro-

153 psiPC ;: 2E§.~q) - 35 ""18 -1

Pn.:SSlin.: Class;: 150 psi ;Il 73.4 F (23 C)

EQUATION 5

HOB 4000S =-- ::: -- = 1600 psi

F 2.5

Calculation of Design Su'ess (S)

*mudified form of ISO i-.qU:lllOll where 1\ '" ~ilrgc pressureallow:lflcC lor Instantaneous now vdodty change o( ~ lps, (fur Pressure Cl:tss 150, I's := 35 psi). (Sec ('h;ljllCf V-Surge l'rc~~urc,l

2SPC ::: DR -1 - Ps

Calculation ofPressure Class (PC;"

In lilt: design of a spt:cific PVC pressure pipc. tilL' process of testing.

analysis, alld evaluation Illust follow establisilL'd procL'JuJ't:s. Calculatioll of

actual pressure rating or 'pressun: class mllst also comply with standard

practicc. The s::(]ucnce of requirements call be summariz.:d:

I. Establish tile Stress Regression Line thro ugillong-term hydrostatic pressure testing at 73.4 F (23 C).

, Determine tht: Hydrostatic Design Basis (HDB) at 100,000hours from the SR Line.

3. Select the desired factor of safety (F).

4. Establish the Hydrostatic Design Stress (5) by dividing theHDB by F.

5. Select the desired dimension ratio (SDR or DR).

6. Select the surge allowance CPs) if desired.

7. Calculate pressure rating or pressure class.

Dimension ratios and standard dimension ratios have been estab

lished to simplify standardization in the specification of plastic pipe on an

international basis. Standard dimension ratios, as opposed to dimension

UAI-iDlJOOK OF PVC PIPE

static pressure.

The Hydrostatic Design Stress for the PVC pipe m:ltcrial.

The ratio between outer diameter and waH thickness (SDR orDR).

The pressure rating of PVC pipe is established by dividing the maximum long-term pressure capacity of the pipe by the desired factor of safety. The pressure class is derived in a similar manner but also has a desiredsurge aHowance deducted from the pressure rating. Although PVC pipe

CUn withstand short-term hydrostatic pressure applications at levels substantiaUy higher than pressure rating Or class, the performance of PVC pipein response to applied internal hydrostatic pressure is properly based onthe product's long-term strength. Research and investigation, through theyears, have ~LLumulated vast quantities or data ckariy substantiating thereliability of PVC pipe pressure r;lting and pressure dass values. In PVCpreSSllre piping systems, design of hydrostatic pre:,Sllfe capacity can bebast'd with confidence onthc pn,;ssure rating or pressurt' class at the desirl'dfactor of saf.: t y,

su rZ(;E PRESSU RES[n ;1 1!cneral scnse, sur);C pressurcs are ~1I1Y deviation from the nonllal

sleady S!atL hydrostatic preSSlll"e in a piping. sysll'm. Normally, positivesurgl:~ ,\rt.: considered: however. nt.:galive Surgl'S do occur and art.: potcntially

qui\\: damaging, A dclaikd study of hydraulic tr'll1sit.:nls is an undertaking.worthy of at least a one semester college coursc. There arc. however, l:cr

tain key concepts which should be l"al1liliar to thos,; who design. installand tl.:sL allll opGratc piping systems,

Surge pressures cOlllmonly termcd "water-hamt1lt:r" arc g\:ncratcd inany piping system when a flowing liquid changes v\.'lo<.:ity, To conservemomentum within the system, part or all of the kinetic energy of the fluid

must be converted to poten tial (stored) energy and ultimately dissipatedthrougll frictional losses in the lluid or pipe wall if the fluid is to return to

its original pressure. Some of the mOre common causes of hydraulictransients are (1) the opening and closing (full or partial) of valves; (2)

starting and stopping of pumps; (3) changes in turbine speeds: (4) changesin reservoir elev.ation and (5) reservoir wave action; (6) liquid columnseparation; and (7) en trapped air.

The types of surges may generally be divided into two categories:"true" transients and oscillatory, Transients may best be described as theintermediate conditions which exist in a system as it moves from one

112

steady state condition to anufher. The dosillL': of J sir;.:h~ vdve wc,uld bc: :..t

typical example, Oscillatory surging is a condition which recurs reguiariyin time. Surging of this type is often associated with the action of equipment such as reciprocating pumps and pressure reducing valves. Smalloscillatory surges can grow rapidly in magnitude and can become extremely damaging if the frequency is at or near the natural resonant frequency

(harmonic) of the piping system.Elastic wave theory of surge analysis has been developed by various

investigators over a number of years, and the technique will Y'ield satisfactory answers when correctly applied. The pipeline designer should be

aware that the geometry and boundary conditions of many systems arc

complicated and require tile use of refined techniques similar to thosegiven in texts such :ls1fydraulic TmllSiell!s by Streeter and Wylie.

A common example which is easily handled is ltl..: calculation oj' thepressure rise in a pipc line due to tile rapid dosing ot ;l Yah'e. The pipeline

is supported against longitudinal movement and is equipped with expansion joints, The maximum surgt: pressure is related to the maXIlllum ratt:of change of the rIow. while the rate of travel of the pressure wave is felated to the spet:d ot' sound in tile nuid (modil"it:d by tile piping malt:rialL

Thc W:1W wlocity is t:iven by till' following l'qU:JtlOll.

EQUATION (,

4660a ==

kdEt

Where:

a = wave velocity, ft/seck = fluid bulk modUlus, 300,000 psi for \vater

d = pipe 10, in.

E = Modulus of elasticity of the pipe, 400.000 psi for PVCt = wall thickness, in.

li3

6.22

0.34

== 35 psi

aV2.31 9

3.0 X 105

+ 2.4 X 107 X

(4204) (2)== 113 psi

(2.31) (32.2)

a =: 4204 ft/sec

p =:

(1292) (2)

(2.31) (32.2)

p

a =:4660

115

CIL\FTER V - DESIGN

Calculate the surge pressure:

E =: 24.000.000 psi for ductile iron

OD == 6.900 in.ID '" 6.:?20 in.

It is important to notice in the preceding examples that for the sameflow stopped, the pressure surges generated in pipe with high tensile moduli(ductile iron) will be greater than the surges in low moduli (PVC) pipe of

similar dimensions.As the modulus of tensile elasticity for a piping material increases,

the resultant pressure surge ("water hammer") caused by a change in flowvelocity increases. For example, an instantaneous 2 fps (0.6 m) flow velocity change in an 8 in. water main will create surge pressures as defined inTable 16 fOf different pipe products.

Pressure surges in PVC pipe (12454B) of different dimension ratiosin response to a 1.0 fps (0.3 m) instantaneous flow velocity change are de

fined in Table 17.

Example. Calculate the surge pressure when a 2 ft!sec flow isstopped in a 6 in. ductile iron pipe with a 0.34 in. wall.

== 1292 ft/sec

114

4660

4660

k{DR - 2)+ E

(3.0 X 105 ) (18 - 2)

4.0 X 105

jHL:SSUH.: surge, pSi

V 1 + ~(DR-2)

4660

1 +

Where: DR = pipe OD/t

v '" maximum vt:1ocity change ft!sL:c'" accL:kration 01" gravity, 32.2 n!sec;

aVp =: 2.319

EQUATION 8

EQUATION 7

9P

First, calculate the wave velocity.

a ==

a =:

Reformulating using dimensional ratios (DR)

a ==

Tilt; maximum pressure surge may then be calculated,

Example: A flow '01' 2 rtlsec is suddenly stopped in a 6 in. Pressure

Class 150 (DR 18) PVC pipe. Calculate the expected maximulll surge pres-

sure:

HANDBOOK OF PYC PIPE

116


::; 1069 ft/sec

;;: 86 psi surge

4660

(1069) (6)(2.31) (32.2)

V1 +[3.0 x 105

] (26 - 2)4.0 X 105 X

p ::;

a ::;

117

CHAPTER v - DES1G:-;

sure) should not exceed the pipe prcssure rating.Surges in Sewage Force Mains. The flow is intermittent in most sew

age force mains under i 2 inch (300 mm) size. Sewo.ge gasses are generatedor released during periods of both turbulent flow and non-flow. Thesetrapped gasses wiH amplify any surges which may exist. Therefore, sewageforce main design should either vent gas accumulations at all high pointsor pipe should be sloped continuously uphill to the discharge to prevent<tas accumulations. Air vents and relief valves should be of the type which'"are designed for sewage service and should be frequently maintained andflushed.

Most sewage pumps are generally non-clog centrifugal or axial-flowtypes. Performance curves for these type pumps in singk-stage have acharacteristic maxilllum discharge head at pump shut-orr of less than 100feet of head (30 tn) or 43 psi (296 kP:J). Therefore, hydrost:Hic pressuresin sewage force mains are low.

HowevCf, sewage force main nows have relatively high operatingvelocities which can contribute to hiJ,:h sllr~e prcssures. The most econOIll

ical force main designs usu;111y have now vdocili~s of 4 Lo 6 fed (1.:2 to1.8 m) p.... r second. i.,lini1l111m flow v.... lol:ltie~ required to n,:sllspL'nd s lthl

solids arc normally cOllsiden.:d to be at least 2.5 feet (0.8 m) per s cond.Example: Calculate the expec!l:d maximum sur!;e pressure whcn a

6 ft/scc force main now is stopped in a (1 ill. ]lIZ 160 (SDR 2(1) PVC pip:.:.

Surges in Water Service Lines. The velocity of flow in water servicelines may be as high as 15 feet (4.6 m) per second which is the maximumvelocity recommended by AWWA Manual M 22, SiZing Water Service Linesand Meters. Under dynamic conditions, the hydrostatic pressure downstre<lm of the watcr meters may be reduced sign~ficantly because of meterlosses. Ho\vcver, the surge pressure resulting from 11igh velocities may besignificant.

106,1 (731)

79.1 (545)34.8 (240)

Pressure Surge. psi (kP;1)

20.2 i i.N f19.~ (13 7 )17.\) (123)17..+ (120)I(J.O (110)1-1.7 II U1)1,\.4 (qq)

12.0 (SStItA (7 '»)

1::;21:5~o

32.5·:1

Dimmsion Ratio

Cbs> 50 Dl PipeClass 150 AC Pipe

Class (PC) 150 PVC Pipe

PRESSURE SURGES IN 8 IN ''lATER MAL'"(In Response to 2 fps (0,6 m/s) Instantaneous Flow Velocity Change)

Pipe Product Pressure Surge, psi (!cPa)

TABLE!7

DESIGN TA.BLE FOR PVC PIPE - PRESSURE SURGE VS. DIMENSION RATIO(In Response to I fps (0.3 m/s) Instant:meous Flow Velocity Change)

TABLE 16

Surge,', in l\lunici]l:l1 W;ller ,\lain:--. Flow vdocitiL's in lllunit:ipal watcr11l:1im r:lfcly c'\(l.'cd :2.0 rt. (0.6 11l} per ~c(oml. Iksi1!l1 or such syslcllls toprovide large \olullle water distribution throu1!h piping grid systcms at relatively low pft:'ssures [generally under SO psi (550 kb)j normally preventshigh llow vdo-:ities even 'linder fire flow conditions. If unusual desig.nconsidera tions req uire abnormally high flow veloei ti::s ill municipal watermains. special design precautions are rccommemkd ir now velocitiesexceed :2 ft. (0.6 m) per second.

Surges in General Application Water Distribution Systems. Flowvelocities in many irrigation systems and some potable water distributionsystems not d~signed for fire prevention may exceed 2 n, {0.6 111) persecond. In such systems. maximum flow vdocities must be defined withcareful consid~ration of specific design details and operating conditions.In common practice, maximum flow velocity in PVC piping systems islimited to 5 11. (1.5 m) per second. When higher flow velocities are anticipated, specific consideration should be given to design ancl operation ofcontrol valves. safety valves, and pumps. In generaL in the desisrn of waterdistribution systems using pressure rated PVC pipe (e.g.. :'l.ST\l D 2241 orCSA B U 7.31. system operating pressure tworking prcssu re plus surge pres-

118

SUPERIMPOSED LOADSSupcrimposed loads on buricd PVC pipe fall into two calegories ~

earth loads and live loads. In the design of any buried piping system, bothcategories of superimposed loads must be considered. In accordancc withcommon clesign practice, treatment of the subjcct of superimposecl loadswill deal with carth loads and live loads as separate design parameters.

Earth Loads. The first solution to the problem of soil induced loadson buried pipe was published by Professor Anson r.larston at Iowa StateUniversity in 1913. Since then the Marston Theory of Loads on Underground Conduits have been considered the "state of the art" in determination of loading on buried pipe. ivluch of the work done on earth loadingtechnology for buried conduits throughout the world is related, in part.to Marston's Load Theory.

The basic concept of the theory is that the load due to the weightof the column of soil above a buried pipe is modified by the response ofthe conduit. Additional research and investigation indicates that in somecases the arch action in the soil transfers some of the weight of the columnto the adjacent side prisms. In other cases the modification results in some

ditions possibic ~ positive G> [cgative pressures, transient or oscillatory there is no general solution applicable to the control of surge conditions.However, certain techniques have been found useful in a variety of cases:

Surge Tank or Device - A closed unit containing air and waterusually separated by a diaphragm or a bladder. The air is underpressure allowing control of both positive and negative surges in highpressure systems by allowing Oow both into and out of the unit.

Standpipe - A tank open to the atmosphere. It functions in amanner similar to a surge tank for low pressures.

Surge Tank with One Way Outlet - A surge tank which allowswater to enter the line during negative surges and allows no returnon positive surges. Useful for negative surges only. A reservoir issimilar in function to a one-way surge tank.

Pump Flywheds - Pumps which stop slowly do not producelarge surges.

Slow Closing, Mechanically Oper:necl and Adjustabk Valves Valves which do not permit abrupt variation in now velocity to

reduce surge.Pressure Relief or By Pass Valves -- Spring loaded valves which

release and vent pressurt;s in excess of a presct value.

119

;;: 1069 ft/sec.

;;: 216 psi1069 x 152.31 x 32.2

4660

216 + 35 = 251 psi

1 + (3.0 X 105) (26 - 2)

4.0 X 105

TOTAL PRESSURE = SURGE + STATIC

2Vp =-- =2.31 9

a ==

Example: Calculate the expected maximum [otai prcssurt:: .. oothhydrostatic and surge) in a 2 inch PR 160 (SD R 26) PVC pipe with 15 feetper second flow and hydrostatic pressure or 35 psi downstream of the

meter.

iL\:-~DBOOKOF PVC PIPE

The Resistal1l:e of PVC to Surge Pressures. It is well known thattratl itionai pi ping, 111:1 tt;rials (slL:t.:1, iron. asbes los cem<:rH) havc a wc 11 defined breaking strength. Prcsstlres below the breaking point can. in principle, be Idel in the pipe for an indefinik pL:riod of time.

With uniform hydrostatic pressure applied, the expected lift.:: of PVCpipe is quite predictable. The nature of PVC pipe's "stress-life" curve iswell known, and it has been used to determine the l.ksign b'lsis and safetyfactors for PVC pipe. (See Chapter V - Internal Hydrostatic Pressure.)

PVC pipe will withstand enormous numbers of low pressure surges;however, as the magnitude of the surges approaches the quick burst strengtha f the pipe a smaller number of surges can be sustained. Typically, PVCpipe would be ex pected to hand Ie ave r 4000 constantly cycling surgesproducing a peak hoop stress of 5000 psi (34.47 illPa). The same pipewould handle more than 1.5 million cycles producing a peak hoop stressof 1500 psi (10.34 MPa). The AWWAconsidered this point when it adoptedthe C900 specification for PVC pipe. AWWA C900 uses a reasonable surgeallowance for municipal water distribution mains based on a 2ft/sec(0.6 m/sec) instantaneous flow velocity change in addition to a safetyfactor of 2.5. Appendix A3.3 in AWWA C900 discusses design for surgepressure.

Common Control Techniques. Due to the wide variety of surge con-

CdW Sd X Sd

C w B x Bd d c

EQUATION 11

{1f\J } Rioidc ~

e is the natl1l'allogaritlll11 basek = Rankine's ratio of lateral to vertical pressure

p' = the coefficient of friction between backfill materialand sides of trench

EQUATION 12

(W ) Flexiblec

Where:

Arranging the two equations in a ratio form

reveals that the ratio of the load on a flexible conduit to the load on arigid conduit is equal to the ratio of diameter of the pipe to the width ofthe trench, for identical installation of rigid and flexible conduits.

Therefore. if t ite trench is tw ice as \V ide as the cond uit being buried.the load impos-:d on a rigid conduit will be twice the IO~ld imposed on aflexible conduit. as indicated by the i\!arston equations.

In actual calculation of the loads, the term Cd must be determinedfor particubr installation conditions. Cd is a function or the ratio of [illheight (11) to trench width (Bd ) and of the friction coefl1cknt or the backfill and tIll: sides or the trench. Cd is computed as I"ollow$:

121

Fortunately, a diagram has been developed for various values of kil'and ratios H/B

dthat eliminates the need for computation of Cd in most

instances. See Figure 8, Values of Coefficient Cd'According to Marston's equation, the width of the trench directly

affects the loads imposed on flexible and rigid conduits. The height of thebackfill material and the trench width again appear in the Cd computations.

An increasing width of trench docs increase t11e load imposed on aconduit. but the load does not continue to increase ad infinitum. There isa trench width for a given depth and size of conduit beyond which no

120

Flexible

EQUATION 10

load on conduit, lbs!linear ft.unit weight of back fill, lbs/cu. ft.horizontal width of conduit, ft.horizontal width of trench at top of

conduit, ft.load coefficient for conduits installed

in trenches

Rigid

EQUATION 9

Where: W =cW =8 ::::

cB

d:::

Cd

of the weight of the adjacent side prisms being transferred to the columnover the pipe. In the first case, the pipe is spared from supporting the totalload of its soil column while in the latter case, the pipe is burdened with itsown soil column plus some of the weight of the side prism of soil. Whetherthe pipe is spared some of its burden or is required to support additionalweight depends upon the relative movement between the column of soilover the pipe and the adjacent side prisms. If the pipe column soil movesdownward or settles more than the side column, rhe weight will be less;while OTeater movement by the side columns compared. to pipe column

'=' ,creates an additional load on the pipe.

The magnitude of this modification is determined by the amount ofrdativ~ movemem. the nature of the soiL and the geometry of the instllla·tion, or how wide and how deep are the side prisms that modify tile weight

of column over the pipe.j\!arswn n:cognized that llexible conduits would come into tllat

category where the load imposed on the pipe is ks:-, than the weight of thecolumn of soil over tile pipe. The nexibility of the conduit assured that the

rdative movenH:nt of the column oVt:r the pipt: would be greater than theside column in nearly all cases. Rigid conduits. sudl as clay pipe, fall intothat cate"or\' wht:rc thc column ovt:r tht: pipL: imposes a grL::ltcr load than

c •

tilt: weight of the column itself. ThL: lack of lllO\'Cl1l\:nt in a rig.id LOnduitdidates'that the rdative lllovement will be grt:ater on the sides of the pipt:

than over the pipe.The inherent differt:nees of the two types of conduit arc n:pressed

in the formulas Marston developed for calculating the t:arth loads imposed

on pipe buried in a trench. They arc as follows:

H/\.~'DBOOK or- PVC PIPE

(lb/Lft)

123

(EQUATION 9)

W := C wB oSc C C c

Cc

replaces Cd as the load coefficient, and

Be appears twice to replace the Bd

Where:

Rigid Pipe Load

(Trench Condition)

This is commonly known as the prism load and simply stated it is

the weight of the column or soil directly over the pipe for the full height of

the backfill. This is the maximum load that will be imposed by the soil on

a flexible conduit in nearly all cases and is a conservative design approach.

Comparison of the following earth load determination formulas

rela ted to il,larston's theory is appropriate:

W = HwSc c

EQUATION 14

The load codTtci"nl C in this case depends on a term calkd pro-c

jection ratio (p} a term calkd settlemcnt ratio (f",) and tIL' ratio of fill

height (1) to conduit width (not trench widtilHB l.c

As in [he case for Cd' a gr~lph has b<:t:n dcvdopcd for Cc that dillli-

nates the need for the complex computation;, rcquired to gen.;ratc Cc ' SCl'

Fit:ure 9, Valu<:s or Co<:ITtcien! C ,~ c

For rlexih1c conduits in lllOst inst;i1lation;" the product. r,jp, is equalto zero. As t:an be seen on the C COll1put~ltion g.raph, when r IIi equalsc ~,

zero, the coclTicient C is equal to the ratio or HIs.c cReplacing the C

cin r.1arston's clllhallKnH:nt load forlllula with the

ratio HIS yields:c -

EQUATION 13

CH/-.F'fEk Y ._. DFSiG~·";

(beyond rranSlllon wiJth). rhe maximum lo~tds imposed Oil " condwt

are those obtained in the e111 bankmen t mode of installa tion.Since the width of tlte tn.;l1ch can no longer be used in the calcula·

tions, Marston developed the following formula for computing loads on

both flexib Ie and rigid positive projecting cond uits:

iA

122

10 1.5 2.0 3 0 4 0 • 030 r---'---"--iT-':'n-~'::'-,-.::::>,;---,--,--..-.-r----~

FIGURE 8 - VAWES OF C IC

;51 II I'

l~ [------1---1-1- ·-r-j-i--i----;..+:---vfi;~------ll,0I I ' 09

:::t-::, s! 1,_ I 08

(; 7l----,:::i2' i I ! 07

6 ,---.--,--(; I 1 ' 06 :::!::;""r. (:. i ' '0~ ~ Ii ',

1---'-- - - ----I 05 ~

"A i I ;;~ r~--- ;---' --! !I I

3 r~---l'-'-

I I

?L', I -- A~ 0.1924101 Efili"lular mille-u .... ls.vldth')u: c.ohc ~!Oll

15 I- I L B' 0.165 ma. lor s.nd ono l:rO'lel

;/If----:----L-1

C~0,150 ma' ler 5.,,,,.lod lop ,ol! - 0.i5

I I D~0,130 e'd"'o,y m~xfor cl.y

I ,I E=0,110 rna, lor salur.ted cl~y

Cd (graph on right) ii'~__;;-;--;-----;;--;;;;--::::-:::----=-=-=-_:-:-:_~!--:L_-.li-11 -.3

o !O 0.15 0.20 0.25 0.30 040 0.50 0.6 07 0809 La l.R· 1

Value~ of coefficient Cd

3dditional load is imposed on the conduit. This is called the "transition

width" and is a limiting value for calculating loads based all r.larstoll's

trench formulas. At transition width and beyond. the loads can be cal

culated using Marston's positive projecting conduit or "em bankll1cnt"

equ~tions. Embankment installation is realized if the top of the conduit

projects above the natural ground surface or is in a rda tively wide trench

"OU"CC: eel'l""" 8: CON\:T"uCT10N Of' l'A"lT""V 8: sTO" ... scw,,"s, "'''NuAl.l: 8: ",,"onTl' ON"1'G1NCO::"I"G .. "AcT,cr; NO, 3,,7, "","flIC,..N "Oc,CTY 0,.,. CIVIl. IrNG1Nr:r:,," "Ne " ... ANUAL0,," ,' .. ,..CT1C!'; NO, p", W"'Tr:II ,'Ol.l.VTION CONTROL l'ceC"ATloN, UU, ", Ig~.

(nominal aD)

0.33

I 2 in12 n3 n

1201b/n3

0.5

= 2.221

2,398 Ib/Lft or 16.7 Ibs/in2

(with pipe diameter = 12 in)

1 _ e-2 (0.331(0.51112/31

2(0.33)(0.5)

We = 2.221 (120)32

c =d

(Soil Pressure) p

Where: P =

w

H =

W =e

B =e

Flexible Pipe Load (trench condition)

W = 2.221(120)(3)(1) = 800 Ib/Lft or 5.6 Ibs/in2

e

EQUATION 15W

:::: wH :::: .......EBe

pressure due to soil weight at depth H,

Ibs/ft2

unit weight of soil, Ibs/ft3

depth at which soil pressure is desired, ft

trench load, Ibs/Utpipe outside diameter, ft.

125

Flexible Pipe Load (assume prism condition)

Prism Load may also be expressed in terms of soil pressure as follows:

CHAPTER \~ - DESiGN

Rigid Pipe Load (trench condition)

W = 120(12)(1) = 1440 Ib/Lft or 10.0 Ib/in2

c

Calculation of soil pressure on both rigid and Ilcxiblc pipes of thesame diamcter ill tilL:' same burial (onditions displays the differellcc between load on ilexibk conduit in tn:ndl :tnd Cl1lballknlt.:nt (onditions and

load on rigid conduit in trench condition,Example:

Pipe' aDBurial Depth of Cover

Trcnch WidthRankine's Ratio (kJ

Soil Density (\I')

Coefficient of Soil Friction (/1')

109

(Ibs/Lft)

(Ibs/Lft)

8,

124

(EQUATION 14)

W = HwBe e

(EQUATION 10)

Flexible Pipe Load(Prism Load)

Flexible Pipe Load W = C w B B..) c d d c(Trench CondItIOn

oV I I I I I I I I0123456

Values of coefficIent C(

Diagram for coefficicnt C{" for positivc projecting conduits.

FIGURE 9 - VALUES OF Cc

10

I9 I I cI :2

-0ITJJB8 z~~J

'I

I6

:;:1",'

~ 5,;

4

IIA-,"mnOOK OF PVC PlPE

H/':,,\DBOOK OF f ;/C PIi'.ECHt\lVrER \' - DL51(;:'>;

Recent :;:~,carch confirms that in most conditions the lm\d U3 -- Continued

should. be con.iiJercd when designing PVC piping systems to 3ccommocbteDEPTH T'(PE 4" PIPE I 6" PIPE

earth load. 1:-: a trench, friction forces C3.n reduce the load on the pipe OF OF ,. Width ur Trcllch (fl.)

through arching action of the soli; however, frost and water action maycoVE.R SOIL 0.75 l.00 1.25 1.5 l.0 1.5 2.0 2.5

dissipate these forces, and in the long term the load may approach theGralltllar w!o Cohesion 68 91 112 132 136 196 2-+6 28812 Sand and Soil 87 116 141 164 173 244 303 345

prism load. i: is recommended that the prism load be considered in the- SaL Top Soil 102 133 162 ISS 199 275 325 388

Dry Clay 121 ISS 190 218 235 325 379 432

design of buried PVC piping systems. SaL Cl'lY 153 194 228 260 289 383 462 501

The following tables have been developed for use in determiningGranular wlo Cohcsion 68 91 114 134 136 200 '257 30715 Snnd and Soil 87 116 145 170 173 254 322 378

loads on ASBI D3034 PVC Sewer Pipe. If conditions of installation are Sat. Top Soil 102 136 167 196 202 292 344 410Dry Clay 121 161 198 231 240 343 421 474

known to qe 2 "trench" condition, then Table 18 will provide the com- Sal. Clay 155 203 242 275 303 410 503 578

puted earth loods. For unknown conditions or in trenches beyond transi- Granular w!a Cohesion 68 91 114 137 136 204 262 32018 S:lOtI and Soil 87 116 145 174 173 259 ...... ·1 400",tion width, the more consen'ative prism earth loads are recommended. Sat. Top Soil 102 136 169 200 I 202 298 385 494

Prism earth lo::Js in !bsjlineal root are Ibted in Table 19. Prism earth loadsDry ('by J22 162 200 237 242 353 446 5183;;1. Cby 15& 205 251 291 30G 433 53u 620

in Ibsjin 2 arc E~teu in Table 20. GraJ1ubr w/o Cuhesion 6~ 91 114 13'1 I 136 20J 207 32720 Sall(~ :lnu ?oii 87 116 145 I i..j i 173 259 33'" .;07Sal. lop 51.)\1 102 136 169 202 202 300 391 ·159

TABLE IS - EARTH LOADS IN TRENCH CONDlTIO:-;S (Lb'fLin Fl)Dry Cl:ty J22 162 200 240 242 358 45~ 541

W, = CdWSd S,Snt. Clay 156 211H 254 29·\ 309 43') 55 I 6·16

Granular wIn Cohesion 68 91 II·j 13'/ 13G 204 ,- , 333-,-

I25 Sand and Soil 87 116 145 174 113 259 345 421

DEfYfll TYPE 4" PIPE 6" PIPE Sat. Top Soil 102 136 169 203 202 302 401 4l)t;

OF OF . Wldlh of "I felll.'ll (It.) .. Dry Cby 122 I(J2 :WO 2·13 242 362 477 573

COVER $011. 0.75 LOO 1.25 1.5 1.0 1.5 2.0 2.5 S;IL Cl;lr 156 208 260 30H 309 459 5$5 6SS

(;r:lnlliar \\ Cohesion 5' 63 68 7·1 <)·1 110 120 123 Gr:ll\ular win Cuhc~i(l11 oX 'J! 114 137 136 20·1 272 3·HJ

3Sand and (':~vd 65 73 7') B·l 109 12;; 136 t-lf) 30 Sand and Soil S7 116 145 17' 173 259 345 431

Sat. Top S(,;: 75 81 86 ') I 120 US 149 166Sal. 'J\}P S,)!l 102 136 169 2U3 202 302 4v3 496

Dr)' CI:l}' 82 86 95 100 132 1·19 ISS 176 Dry ('klY 122 162 200 243 242 362 477 588

Sal. Cby 95 100 106 112 150 166 177 18·1 Sat. C];IY 156 2DH 260 311 309 464 60S 722

Gr;lllular w" Cohesion 57 68 75 79 1111 118 131 14035 Sall~ ~Illd G:'~vd 70 79 87 93 liS In 150 158 ISat. 101'50; 77 89 96 102 132 152 163 18·1 DEl'fll TYPE 8" PIPE 10" PIPE• Dry Clay S6 97 105 109 144 169 176 19J OF OF .. Width of Trench ([1.) ...

SaL Clay 99 110 119 123 163 18·. \96 207 COYER SOIL l.5 2.0 2.5 3.0 I 2.0 2.5 3.0 3.5

Gmllular wi; Cohesion 60 "' 81 81 107 129 146 157 Gr;lnllJar wia Cohc:;iolJ 143 156 160 IG7 196 200 209 214,-

4 Sand and G~.!.\icl 72 86 95 101 129 151 167 178 3 Sand amI Gravel 163 177 lSI 191 221 227 238 242Sat. Top S,,:: 81 97 106 112 144 167 18·1 20·1 Sat. Top Soil 176 190 196 204 240 244 255 260

Dry Clay 90 105 116 123 156 184 198 217 Dry Clay 193 206 212 220 257 265 275 278

Sat. Clay 106 121 131 137 18! 204 222 231 Sat. Clay 216 230 239 244 287 298 305 309

Granular Wi;) Cohesion 66 82 97 108 123 161 ISS 203 Granular w/o Cohesion 153 170 182 184 213 227 230 244

6 Sand and G:-'::''id 82 102 116 130 151 193 219 234 '1 5Sand and Gr:rvcl 180 194 206 211 243 257 264 278

SaL Top So:: 92 114 131 1·14 170 216 236 271 J Sal. Top Soil 197 2J3 223 228 266 279 284 297

Dry Clay 109 127 145 158 190 236 252 282 • Dry Clay 212 228 241 245 286 301 316 321

Sat. Clay 130 155 168 182 231 271 299 31 J Sat. Clay 239 255 270 278 318 337 348 355

Granular W,) Cohesion 68 88 105 120 131 j 78 214 242 Granular wlo Cohesion 168 190 204 208 238 255 255 262

8 Sand and G:-J:..e! 85 109 130 145 163 216 258 281 4 Sand and Gravel 196 212 232 238 271 290 297 301

Sat. Top Soil 98 123 146 164 184 244 273 323 Sat. Top Soil 217 235 250 258 293 313 -,- 325,-,Dry Clay 117 145 166 183 217 273 314 345 Dry Clay 239 258 269 279 322 337 349 360

Sat. Clay loll 173 200 217 258 323 361 391 Sal. Cluy 265 288 301 310 360 376 385 397

Granular wii) Cohesion 68 90 III 126 133 188 234 268 Granular w/o Cohesion 209 245 264 286 306 329 351 372

10 S:llld and Soil 87 114 137 157 169 234 283 322 6 Sand and Gravel 244 277 295 316 340 364 389 400

Sat. Top SOL 101 131 156 176 195 262 301 362 Sat. Top SoH 274 306 322 338 378 402 426 444

Dry Clay 120 154 182 202 229 301 352 392 Dry Clay 302 334 355 370 404 434 452 478

Sat. Clay 147 183 217 243 273 362 408 452 Sat. Clay 340 386 394 405 455 483 500 553

126 127

H/\~)DnOi)K or .pvc PIPE CHid'rEg v - DESIG:\

TABLE 18 - Continued Ti. IS -- Continu(>d

DEPTH TYPE 8" PIPE I "iO" PIPE DEPTH T\:TE 12" PIPE I 15"PIPEOF OF .. Width of Trcndt (fLl ... OF OF . \Vidth oi Trend: (fl.) .

COVER SOfL 1.5 2.0 2,5 3.0 I 2.0 2.5 3.0 3.5 COVER SOIL 2.0 2.5 3.0 :;.5 2.0 2.5 3.0 3.5_.. , ..•. _--Granl11:lr wlo Cohesion 232 279 315 337 349 393 421 446 GWlIubr wla Cohcsion ~86 306 310 31·j 357 383 387 393

8Sand and Grave! 288 337 370 393 414 455 475 507 4 Sand and G~:l\'el 325 348 357 361 407 435 446 452

Sat. Top Soil 322 374 406 430 460 503 533 553 " Sat. Top 5011 352 375 387 390 440 469 484 498

Dry Cby 358 408 443 472 5(;4 552 573 602 Dry Cby 387 404 425 428 483 505 519 536

Sut. Clay 441 461 503 523 572 620 643 677 Sat. Cby ·U2 451 461 487 540 564 577 609

Grantlbr w/o Cohesion 245 305 349 377 3S1 436 472 515 Granular wio Cohesion 367 395 428 ~146 459 494 536 55810 Sand und Soil 314 376 424 460 465 522 572 600 6 Sand and Grave! 426 457 488 511 533 572 6lO 638Sat. Top SoH 350 420 473 504 518 583 630 656 Sat. Top Soil 469 504 528 554 587 630 660 693Dry Cby 404 440 493 557 572 636 690 722 Dry Cby 514 55! 594 600 643 689 i25 750S:!.t.Oay 482 542 585 630 612 723 782 800 Sat. Clay 583 6lO 648 659 729 762 811 824

Granular wlo Cohesion 255 320 374 418 400 468 5" 565 Granular w/o Cohl:sion 418 472 50S 536 523 590 612 669-,12 ~an~ <InP S~il 332 405 465 515 505 578 636 676 8 $:lnd and Gr:lvcl 503 5-17 589 636 628 684 736 795

Sat. fop Sol! 372 456 516 568 566 640 705 755 Sat Top Soil 561 616 651 698 701 770 814 872

- . Dry eLly 435 512 575 625 635 718 773 820 Dry Clay 612 673 734 i63 765 84:! 895 926

Sat. Clay 518 613 666 708 757 825 872 924 Sat. Clay 705 762 796 8·19 882 953 995 J062

Gr::nubr w/o Cohesion 260 335 400 457 .;! ~~ 499 571 625 Granu!:Jr wio Coht:\lon -157 523 5M, 618 564 65-\ 7013 772

1'" S:lIld :JnJ Soil 349 436 512 572 542 632 7lO 766 10 Sand :IIHl Soil 552 62~ 6'13 718 ()9() iRS 04 2 1-;9:-:

5:1 t. Ton Soil 397 492 572 635 DII' 710 790 1163 Sat. Top Soil 61 ? 701 746 :sUI 771 Ii 7(, 933 lOtl!

.l. v Dry CI:;~ ·168 571 642 6S4 7Lli.l 797 7t.l() 9·13 Dry Cby MiS 765 043 ~65 857 95il 1020 1002

Sat. Cby 558 683 772 830 820 955 1023 II{lU Sa I. Clay 7% Kg2 927 975 90S 1102 1159 121B

Granllbr w!o Coht:~iull 265 3·\0 417 479 425 521 599 669 Gr:lIwbr "Jll Cuht:\llln 479 561 627 670 599 701 7b·l X-Hi18 S;lOd :ll1d Soii 3-19 436 520 595 54S 650 ).13 ~1~ 12 ~:llld :ll\d Su!1 StJo 673 75·1 ~4) 73S X-IJ: 9-1~ 1006

S:lt. 'lop Soil 397 500 577 662 626 721 827 913 Sal. 1 up Sell! 6(l2 777 X·11 tlU:> K!7 953 lu51 1129

Dry Cby 468 579 673 7,17 )'. 042 933 1017 Ory (by 7J') X42 9-1 I 9b:5 924 IU52 II-IX I")')-' -,-

SaL Cby 564 690 H07 902 ~(,2 IOOg 1127 1199 S;Il, ('by '}()2 97H 10SH 1114 1127 1222 I ~,"':' 1392,- .(;rallubr w/o C{lht:~ion 265 347 425 490 435 531 612 61J(J (;rallllbr \\'0 (,ulll-',lull 502 59() UX5 750 ()27 7·1i) :-157 937

?0Sand :l/hl S~)il 349 43" 529 6(j{, 56i 622 757 X51 15 S:Hld and Sod (l2X 73, till'i qPj it;5 922 ]{13:' 1129

Sat, 'I up Stlll 397 SOX 5% 6HO 63:- 7-15 l'SI 951 Sal. 'J up SIll! 70,1 t:27 l)2(, '11}~ goO 103-1 1152 12·17

~ Dry CLl) ·16K .596 7U4 7X) 7,\5- l'HO 979 1057 Dry (,b, H2O 924 1053 1114 IU25 1155 12K:' 1392

S:ll, ('by 57ll 716 B·lll 941 I)\)$ 1050 1177 1276 S:lt. ('by 9XI 1127 1193 12'Ji.l 1227 1·109 14(/2 161 J

Gr:lllubr will Cuhl,'~ioll 265 35·\ ,134 SIO 4-12- 542 638 729 Granular W\l (\lhcsioll 510 625 719 X03 (,JX ?HI }i!)() IUD·I25 S,lnd ,md Suil 3'19 449 54!} 640 56\ 685 799 900 18 Sand and Soil ()5 I ?HU H0:! 9S2 XI3 975 1115 1227

Sal. '1 up Sod 397 521 635 727 651 79·1 909 1009 S:lt. "lop SOlJ 751 1'65 992 IUIJ6 938 10S1 I J:.l() 1370

Dry Cla~ 471 620 745 857 775- I) 31 1071 1107 Dry Cl:.ty 869 1010 1120 1~21 1086 1262 1400 1526

S:ll. CI:I} 597 760 895 1021 950 1119 1276 1412 Sat. Clay 1034 1210 1353 1439 1293 1513 1691 1798

Gr;lI1tl!:lr w/o Cohesion 265 354 442 520 44: 553 650 7·14 Granubr wio Cohl:sioll 520 638 734 K2K 650 797 911) 103530 Sand :lnd Soil 349 449 561 657 56l 701 823 936 20Sand :llld Soil 657 794 909 102 ! 822 992 1136 1276

Sat. Top Soil 397 524 645 762 655 S07 953 1061 S:lt. Top Soil 762 895 1021 1141 953 1118 1275 1426

Dry Cby 471 620 765 894 775 956 1117 1250 Dry Cby 894 1056 1175 1268 III 7 1320 1469 1585

Sat. CI:IY 603 787 939 1074 983 1J 72 1343 1509 Sat_ Clay lO74 1260 1412 1532 1343 1575 1765 1914

Gr:uHllar wio Cohesion 530 650 765 875 663 813 957 109325 Sand and Soil 673 822 959 10RO 842 1027 1199 1350

DEPTH TYPE 12" PIPE I 15" PIPESat. Top Soil 781 953 1091 1211 %8 1191 1363 1514Dry Clay 930 I J 17 1285 1328 IIG3 1396 1607 1660

OF OF . Width of Trcnd: 1ft.) . Sat_ Clay 1140 1343 1532 1694 1425 1678 1915 2117COVER SOIL 2.0 2.5 3.0 3.5 2.0 2.5 3.0 3.5

Granular wlo Cuhcsion 530 663 780 893 663 829 975 1116

Granu!:lr w/o Cohesion 235 240 251 257 293 300 314 321 30Sand and Soil 673 842 986 1123 842 1052 1., ...... 1404-"

3Sand and Gr;lvc! ~65 272 286 291 331 340 358 363 Sat. Top Soil 786 968 1144 1273 982 1209 1429 1591

Sat. Top Soil 287 293 306 312 361 367 383 390 Dry Clar 930 1148 1340 1499 1163 1434 1675 1874

Dry Clay 308 318 335 338 386 398 409 423 Sat. Clay 1180 1409 1611 1810 1475 1761 2014 2262

Sat. Clay 345 358 366 371 431 448 457 464

Granular wlo Cohcsion 255 273 275 293 319 341 344 366'.{ 5Sand and Gravel 292 309 316 334 365 386 396 417oJ SaL Top Soil 319 334 341 357 399 418 427 446 !>ounce, CC"TAIN-TCCo c,:O""OflATIOtl.

• Dry Clay 343 361 376 386 428 451 469 482Sat. Clay 382 404 418 427 477 507 522 534

128 129

iL\ND[;OOK or: PVC PIPE

TABLE 19 - PRISM LOAD (LB/UN HIW :wHB, ,

Height Pipe Diameter (Inches) Height Pipe Diameter (Inches)of Soil ot' Soil

Cover \\'t. Cover Wt.Feet Ib/ft l 4 6 8 10 12 15 Feet Ib/ft l 4 6 8 10 12 15

100 105 157 :no 263 313 383 100 527 785 1,050 1,313 1.563 1,913

3110 116 173 231 289 343 421 15 110 580 863 1,155 1,444 1,719 :U05120 126 188 252 315 375 459 120 632 9..; 1 1,260 1,575 1.876 2,275130 137 204 273 341 406 497 130 684 1,0201,365 1,7062,0322,487

100 141 209 280 350 417 510 100 562 8371,120 1,400 1,667 2,040

4110 155 2~O 308 385 458 561 16

110 618 920 1,232 1,540 1,834 2,245120 169 251 336 420 500 612 120 674 1,004 1,34'f 1,6802.001 2,448130 183 272 364 455 5o.l2 663 130 73u 1,088 1.456 1,8202,1672,653

iUU 176 262 350 43g 521 638 100 597 889 1,190 lASS 1.771 2.163

5110 193 288 3B5 4~ I 573 702 17 110 657 978 1,309 1.636 1.9.11) 2,JH512u 211 314 ·120 525 625 765 120 71{, 1.067 1.428 L7ES 2.126 2,601131) 228 340 455 569 677 1)29 130 776 USb 1.547 1,934 2.3U3 :2,819

lUO 211 314 ·120 525 625 765 100 632 9·:1 1,2601.575 U;76 2.295110 232 345 462 57H GEl:: ~ ."} 110 6il6 I.U35 1.3i:i6 1,733 2.U63 2,525

6,,- I ~120 253 377 50·: (,)0 750 911:; 120 7S!) 1.13(1 1,512 1,l:i9U 2.251 2,754

130 27·1 ·lUK 5·t6 6H3 S I J 995 13ll h21 1.2:;.; 1.63tl 2,U·lh 2,.130 2.9l'1.:

l(Hl 2·16 36t> 4 iJO 613 729 H93 1{l0 66., 9')·1 1.3311 I.M13 l.lISt! 2,423

7 110271 ·103 53lJ {,7·! S02 <;1'\2 1'1 lill 73·1 I.U1}.; 1:163 I,S:.?') 2.ln 2/l(1{1

120 295 ·131) SoH 735 H75 I,Oil 120 ;.;uo 1.I~l2 1596 I/J'}$ 2.376 2.907IJU 311) ·176 637 '/'16 ')·IH I,ltd 130 h67 l,l')2 1.72\) 2.1(,\ 2,57.1 3.150

IUn 21\1 ,118 5(,D 700 H3·1 1.020 100 702 l.iH(, 1,·100 1,750 2,00,1 2',550, I III }O') ·160 616 770 lJl7 1.12220

110 7731,1501.5·10 1.925 2.292 2.BO(,\,;0 337 502 672 H40 1,000 1.22·1 12l! 1)--12 1.255 \.600 2.IO{) 2,501 3,0('0130 365 544 728 910 1.0B.:I 1,326 IJU 9131..1(,0 I.H20 2,275 2.70 ') 3,316

Ion 316 471 630 781\ 938 1.141:\ 100 737 1.090 1,.170 1.038 2,13R 2.678

9llQ 3·18 SIB 693 866 1.032 1.263 21

ll(l 812 \.208 1.617 2.021 2.":072.946120 379 565 756 945 1.125 1,377 J20 HS5 \.311'\ 1.764 2.205 2.626 3.213130 .:Ill 612 8191.024 1.219 1,492 130 958 1,42S 1.911 2.3H9 2.H45 JA82

100 351 523 700 875 1.0·12 1.275 100 772 US\ 1.5·:0 1.925 2.292 2.805

10110 J87 575 770 963 1.146 1A03 22 110 S50 t,265 1.694 2.117 2.522 3,087120 421 628 840 1.050 1.250 1,530 120 927 J.38\ 1.8432,310 2.i51 3.366IJO 456 680 9101,1381,3551,658 130 1.004 1.496 2.002 2.503 2.98U 3,648

lOa 386 575 770 963 1.146 IA03 100 807 1.203 1.6102.013 2.3972,933

II110 425 633 847 1.059 1.261 1.543 23 110 889 1.323 1.771 2.214 2.636 3.22712U 463 690 924 \,155 1.375 1~83 120 9691.4441.932 2.4152.8763.519130 502 748 1.001 1.251 1,490 1.824 130 1.049 1.564 2.093 2.616 3.116 3,813

100 421 628 840 J,050 1.251 1.530 100 8·12 1.255 1.680 2,100 2.501 3.060

12110 464 690 924 1.155 1,375 1.684 24 110 927 1.381 1.8482,3102.751 3,367120 505 753 1.008 1,360 1,500 1,836 120 LOll 1.5062.0162.5203.0013.672130 548 816 1,092 1,365 1,626 1,990 130 1.095 1.632 2.184 2,730 3,251 3,979

100 456 680 910 1,138 1,355 1,658 100 878 1.308 1.750 2.187 2.605 3,188

13 110 503 748 1,001 1,251 1,490 1,824 35 110 966 1,438 1.925 2,406 2.866 3,508120 548 816 1,092 1,365 1,626 1,989 120 1.053 1.5692.\002.6253.1263.825130 593 884 1.183 1,479 1,761 2,155 130 1.141 1,7002,2752,8443.3874,145

100 491 732 9S0 1,225 1.459 1,785 NOTE: Calculations b<lscd on :lctual OD

14110 541 805 1.078 1,348 1,605 1,964 from TABLE I ASHI D3034.120 590 879 1.176 1,470 1,751 2,142130 639 952 1.274 1,593 1.896 2,321

130

CHAi'TE1~V - DL~':;lGN

TABLE 20 -PRiSM LOAD SOIL PRESSURE (psi)P : wI-!

Soil Unit Weight (lb/ft3

)

Height ofCover (ft) 100 110 120 125 130

2 1.39 1.53 1.67 1.74 1.81

3 2.08 2.29 2.50 2.60 2.71

4 2,78 3,06 3.33 3,47 3,61

5 3.47 3.82 4,17 4.34 4.51

6 4,17 4.58 5,00 5.::'1 5,42

7 4,86 5.35 5.83 6,08 6.32

8 5,56 6,11 6,67 6,94 7.22

10 6,94 7.64 8.33 ~.68 9.03

12 ~.33 9,17 10,00 lU..+2 10.33

14 9.72 10,6') 11.67 12.15 ! 2.6·+

III I 1.1 I J 2.22 13.22 LU:;9 14..+-+

I~ 12.50 13.75 15,00 15.63 16.25

20 13 .~() 15.28 16,67 17.3(l 18,06

00 15.2S 16,~1 I t:.33 I<} ,10 19.06

~4 Il).67 Ig ..B 20,00 20.03 21.67

26 1::;,0(, 19.X(l 21.67 22.57 23A7

2~ 19A·t 21.39 23.33 2·i.31 25.20

30 20.X3 22.92 25,00 26,04 27.0X

35 2·+.31 26.74 29.17 30.3t: 31.U(l

40 27.7'<) 3U.Sb 3333 34.72 3b.ll

Live Loads, Underground PVC pipe is also subjecl to live loads from

traffic running over highways. railways. or airport runways. and from other

superimposed Iivc loads applied to the surface and transmitted through the

soiL Live loads have liltle efl'cd on pipe performance except al shallow

depths,Calculation of live loads can be accomplished with reasonable accu

racy using a theoretical approach known as the BOllssinesq solution. This

approach assumcs (inaccurately) that soil is a semi-infinite elastic and iso

tropic medium and allows loads on the pipe to be determined by the dis

tribution of stresses present at the surface, Even though soil does not fit

the criteria required by the assumptions, experimental measurements con

firm that reasonably good results are obtained when the Boussinesq solu

tion is properly applied,The distribution of a surface live load to any' horizontal plane in

the subsoil is shown in Figure lO. The graph in Figure 10 compares the

Boussinesq projection or live load distribution with actual measurements

131

132

**

**li<*

Taxiways, Aprons,Hardstands, Run-up Pads

1.50Runways

1.001.001.001.00

PF'= C'L

*

*'"

W,e

Railways1.75

Installation Surface Condition

Highways1.501.351.151.00

Where: W =,eP =F' =L =

C =,

CIL\F'TU: \" - DFSiG>~

133

EQUATION 16

TABLE 2 I . IMPACT FACTOR (F') VS. HEIGHT OF COVER

Height ofCoyer, ft,oto I1 to 22 to 3

Over 3'

Where the only new term is '"p", which is the intensity or the

distributed load, lb/ft' .C . the load coefficient is a function of D/(2H) ancI iIl/(2H),where D and ill are the width and length, respectively. of the

area over which the distributed load acts, ft.

the load on the pipe, Ib/unit length

the concentrated load, Ibs

the impact factor (See Table 2 I)

the effective length of the conduit (3' or

less), ft.

th~ load coefficient which is a function of

B)(2H) and L/(21I), where:

H = the height of the fill from the top of

the pipe to ground surf;.H.:e, ft.B = the diameter of the pipe. ft.

c

EQUATION 17

Wcl=CpFB, , e

The integration developed by Hoil Cor Cs is used for ca!cubLing COll

centrated loads (such as a truck wheel) and is given in the following form:

The intt'gration developed by Newmark 1'01' Cs

is lIsed ror i.:akubting

distributed loads and is lliVl.:n ill the following form:

* Refer to data al'ailablt.' from Amcrican Railway EI/gineering Associatioll (AREA)~'* Refer to data [JI·ailable from Federal A I'ialioll AdminiSlralioll (FAA)

1.0

•

,••

<:Ii 0

0.8

,--_---1---, . ,

0.60,4

\~-~;'

Fraction of wheel load transmittedto culvert

DISTRIBUTION OF SURFACE LIVE LOADS

0.2

FIGURE 10

o

~~~~;~~;~=~~-T--l---i--r--T-l'6.0 r--a-o,; I

I

I •

I Iii >-iI i r'L~-ll

I I i

2.0

, 3.0 f~--.~."

_ ..__J._ ..

I-~' ', I I I I .

50 • iii i I\---'---\--i---+--_

I -----1,---r---j. ! I

:: 4,0 i-~~-_~,,_.-'~i_--I;L:OU-"-lnt:->,q-,-",.-"~_'-._-_~-._-_~__..._.._'. __

I

"

~,

"

1.0 I i 1 ! t

Distribution of surface live lauds vs.loads on a plane at depths of cover.Boussinesq solutions \'$. actualmeasuremcnt.

of live load distribution. The intensity of thG live load on any plane in the

soil is greatest at points directly below the applied surface load and de

creases radially from that point.

HA;\DBOOK OF f'\C PIPE

"OURC.:: l"IG\JRC :~.:~ ""TATIC WHCtl.. l..OAO::; TRA"::;MITTCO TO ... : FT. x ll·"T. G lfl. ,;>,:<,:TION 0'" CUl..VCRT",

". G9: 0" ~<::Utfl:.-l:JUNQ,TH-IRO coiTION, "Y M<:Rl..1N G. ,,"AfiGl..CR IINO RIC><ARO l... lJANOY,

CO"YflIG><':" U5t, it! Ino DY INTtRNATlONAI. T£XTUOOI< CO. COf"VnlGf<T ,i;., \9n 11 .. I"Tl.:XT PIlC::;".

INC. Rcr;<I"TCo UY f'r.:flMI"",ON or- THOM"" Y. cnOW';l..l...INC.

As in the case of loads resulting from fill material. equations have

been developed for calculation of live loads using the classical Boussinesq

solution, They arc in t\VO forms: one for concel1trat~d loads and one for

distributed loads.

CiiAT'TLR \. - DL:S1G>:

and for ruH\vay traffic.

The H20 live load

assumes two 16.000 lb.

concentralecl loads ap

plied to two ] 8" x 20"areas 1 one locateu overthe point in question,

and the other located at

a distance 72" away. Inthis manner, a truckloadof 20 tons is simulated,

The Cooper E-80

live load assumes 80.000

pounds applieLi to three

2' x 8' ~lft::as on 5' cenkrssuch as might bc C11

cOll11tL'red through liveloading l"rom ~l locolllo-

1

!7Cooper E80Live Load Plus50% Impact

1000 2000 3000 4000

VERTICAL SOIL PRESSuRE lL8S/FTz

l

Live Load iloplied lhrougrlthree 2',,,; 8' areas on 5' center I J"-;:;(Load distributIOn deWrmined ~Jby Boussinesq's FormulllJ

Dead LO<ld120 lb/cu ft

"DUlle" ""''''',e" .. "'0" ..... 0 <i ... ,,", ... 1",,,,,TuT<:.",,,,,,,,,<"Torl.o.e.

FIGURE 12 - COOPER E-80 LIVE LOADING

135

TABLE 23 - LIVE LOADS ON PVC PIPE

Simulates 20 ton ;ruck traflic + llllpacr 2 Simulates 80,OOO.lb!J't rai!l\'ay load + impactJ 180,000 lbs. dl/altandem gear assembly 26 inch spacing berween tires alld 66 inch ct'lllCr·to

cel/ter spacing between fore and aft rires lIlIdcr a rigid pal'ell/ellt 12 il/ches t!tick + impact* NCf;/{gible lil·c load illjl!/Cllcc

a:w>ouu.ofI<:JWI

tive with three 80.000 poul1d axle loads.As call be seen ill both or the graphs. as the depth or cover increases,

till: influellce or thL' live 10~ld diminishes rapidly, especially when (,olllpared

to the earth loading. The il1l1uence 01" live loads 011 PVC pipe as projecled

for highw"y. r"ilro"d. al1d "irport insl"lI"tiol1s is dd'il1ed il1 T"hle c3.

Height Live Load Transferred to Pipe. Ibjin" Ilci&ht Live Load Tran~fcrrcd to I'lpc.lh!in"

of ofCoyer Highway Railway Airport Cover lli~hw<lY Railway t\irport(fI) H2O' E80' , (ft) H2O' ERO' ,

I 12.50 14 * 4.17 3.062 5.56 26.39 13.14 16 * 3.47 2.293 4.17 23.61 12.28 18 * 2.78 I.~I

4 2.78 18040 11.27 :20 * 2.08 1.535 1.74 16.67 1O.0~ 22 * I .9 J 1.146 1.39 15.63 8.79 24 * 1.74 1.057 1 '1'1 12.15 7.85 26 * 1.39 *1.__

8 0.69 lUI 6.93 28 * 1.04 *10 * 7.64 6.09 30 '" 0.6~ *12 * 5.56 4.76 35 * * *

40 >;: * *

As l1lcntioned prL'Mviously, the illrJUL'nl.T oflive loads on the performancc of I've pipe is only

significant in shallowdepths. usually 4 feet

(1.2 Ill) and less for high

way loads. For railways.

this influence is not im

Jlortant except for depths

less than 10 feet (3 Ill).

This is graphically demon

strated by the graphs in

Figure II and Figure 11.

Both show the total load

calculated on a pipe ex

posed to li"e loads and

earth loads 1'01' highway

2000

To!alloadlive + dead

Dead load

120 Ib/c". IL~-A-"L-I_-II __

Values of Lond Coefficients, Cs' for Concentrated and DistributedSuperimposed Loads Vertically Centered Over Conduit*

134

500 1000 1500

VERTICAL SOIL PRESSURE (LBS/FT:)

~"'U'lC<;: "",":><IC"" IRON 1',"0 ~ro:o: ... I"~TIT'-'T"'.

WASHINGTON, D.C.

2

16 O---J-r--j - _._-

" 0-- .L-.L-LAL-Live load applied onassumed are.J 01 36 x 40

fl- U L I2f-f 2f] or 2i!or

!!c--r

0.1 0.2 0.3 OA 0,5 0.6 0.7 0.8 0.9 1.0 1.2 IS 1 2.0 5.02}/ ,0.1 0.019 0.037; 0.053 0.067 0.079 0.089 0.097 0.103 0.108 0.112 0.117 0.121 0.124 0.1280.2 0.037 0.072 0.103 0.131 0.155 0.174 0.189 0,202 0.211 0.219 0.229 0.233 0.2.\4 0.248

0.3 0.053 0.103 0.149 0.190 0.224 0.252 0.274 0.292 0.306 0.318 0.333 0,34-5 0,355 0.360OA 0.067 0.131 0.190 0.241 0.284 0,320 0.349 0,373 0.391 OA05 OA25 0.4 4°1 0 .454- OA60

0.5 0.07910.15510.224 0,284 0.336 0.379 0414 0.441 0.·163 0.481 0.505 0525!O,S.W 0.5430.6 (l.U};') 0.174 0.252 U.320 U.379 0,428 OA67 0,490 0.52·j 0.54.1\0.572 0.596\U.613 0.624

0.7 O.Ot)7 0,1 }}91 0.27·: a.3,1t; OAH 0.467 0.511 0.546 0.5l:i·1 0.597IO.62S 0.GSiJiU.f,7-i U.688

0." 0.103 0.2021°.292 0.373 UA-II 0.499 0.5·16 O.5X-l 0.615 IJ .6391 U.6 74' 0 .70)i".7 25 0.740

0.9 O.iDS 0.211 fU06 0.391 0.·j63 0.524 0.57·\ 0.615 0.647 0.673 O.71l O.741!O.7{;(J O.7~4

1.0 U.112 0.219 0.3111 OA05 DAn 1 0.544 0.597 0.639 0.(173 0.7UI 10.740 o 77-tliJ.b'[Jo O.~16

1.2 0.1170.2290.333 0.-125 a.S05 0,5 72 u.62H U,(l74 0.711 O.7.1U\u.n.) o.B~ol[l.n·i9 U.l\&h

1.5 (J.l21 O.23S ll.345 O,.i.to O.5~;; 0.5% 0.650 0.7U3 (l.7,1 ~ 0.77-1 (J.il~O n.otj;u;(J.! 0.916

2,0 0.1240.2·1,10.355 0,45·1 0';;·10 U.{d 3 u,(l7.: 0.72:\ {I.7M, o.X(lOIOJ;·19 O.b:"-i U.9.Hl 0.9:'&

a: 10w>ou 6u.of- 6I<:Jw .I 4

The values ofCs can be determined by use of 'I'able 22:

TABLE 22 - VALVES OF Cs

FiGURE II -- 1120 IIIGIIWA Y LOADlNG

"ou"C" .. " ""a, h <:O .. "T,,,,<:TlO" ,0>', "1\"IT"" ...· t,<, "TO"'" ~"w .. "... 'MA""""" n ""rOllT" ,,,•., ;'i<.,'''''' ~_'tI';,c:. ',.,,',,'(:'1',(:.-:' i,-o~' ',;",' ;;""i', ,;'j<;''' ..- I>OCI" T'v' 6,' 'C'Vl ... " .... I .. "" "" ,,'H> ·'M",,,,,,, ...0 .. ,·""eT,C" NO.9", WAT"." ,·0......U... ,0 .. (;0""'''01-. "" U.. ""TlON. lU•• ", '0..

HAj..,'DBOOK OF PVC PiPE

~JJlJlIJt'Jlr{, cOl'fficlt'TlH for solulion oj lIo/l's IIlld A'l'Il'Il1r;r/; ',~ il/((';~mtwlIOJ till' HOIlHII1I'$/f t'tflU/tlOnfor I'cni('1I1 srr('S.~,

ill 12w~

1l,\:'iDBOOK Of PVC PiPE

FLEXIBLE PiPE THEORIES

Introduction. A flexible pipe may be defined as a conduit that will

detlect at !east 2 percent without any sign of structural distress such as in

jurious cracking. Although this definition is arbitrary, it is widely used.

A flexible pipe derives its soil load carrying capacity from its flexi

bility. Under soilload 1 the pipe tends to deflect, thereby developing passive

soil support at the sides of the pipe. At the same time. the ring deflection

relieves the pipe of the major portion of the vertical soil load which is then

carried by th0' surrounding soil through the mechanism of an arching action

over the pipe. The effective strength of the pipe-soil system is remarkably

high. For exampk, tests at Utah Stak University indicate tll:lt a rigid pipewith a thr~t:-cJ~t: bearing strength or 330U {bjrt (-.to.!5 k?\/lll J buried inClass C bedding will rail with a soillo~Jd ur 5000 Iblft (~2})5 kl\/'m l. Ho\V~

L'ver. under the ith,.'ntical soil conditions and luading, P\'C SeWL'r pipt,; with ~l

minilllum pipc stiffness or -t() psi deflects only Sf,;. Thi~ dL'1kLtiOIl is farhl,.'luw tllat whh:ll L·otdd ClllSL' lblllagL' to the PVC PlP~' \v~d1. Tilus, in thise:-.:aml)!C tilL' ngid pipe has faik-d but tilL' nexibk- pip,-' h:1S lh:rlorllied StlC

CL'ssrlllly, providing ;1 factor or sakty t:rL';ltL'r than (d. or L"lwrsl..:. in n~lt

pbk or thrl'I..:-L'dg", IO;ldinl~, tll,,' rigid pipe will support lllllL'1! lllor,,' than till·

l'kxibk pip ....·. This allolll~lly tL'IHls to llliskad ll1~IIlY wOllld·he l"ll'xibk pipl'

users hecatls\,: they rl'bk low Ibt pbte supportil1 b strl'll~th ror lkxibk pip\.'

to the ill-soil IO~ld c;lp~lcity. Flat plate or thrl'L'-L'dge IU~lding is an appropri

ate l1leasure of load bL'aring slrcngth for rigid pipes but not ror nexibkpipes. Scc Figure 13 for typical pipe stiffness test results.

The inherent strength or flexible pipe is callL'd pipt: stilTnL'ss whil'h is

measured. according to AST,1 D2412 Standard Test ,kthod for External

Loading Properties of Plastic Pipe b)' Parallel-Plate Loading, at an :lrbitrarydatUIll or 5~:; dellt:ctioll. Pipe stiffness is definl-'d as:

11<

.,.'.35576571

14-1161292455546

1.0191.145

~Iin. F'" SOD.DOO psi

E4.47 (DR _1)3PS =

Min, E :: ,lOO,OOO psi2(\

2:-1~I(\

5257

11512923.:1364437~15

916

DR = Dimension ralio or SDR\\'ht.'r-.: :

35

.'.' .)3252h25cII ,·

c·

171413.5

"'r.:.·11

~Ol)"C:l:' o::T"Vl. co •.,'O""T10N

DR or SI)R

137

Because a llexible conduit interacts with the surrounding soil in

supporting the soil load, soil properties are very important. Just as bedding

is important in limiting soil pressure concentrations on rigid pipes, soil com

paction or soil density is an important parameter in limiting ring deflec

tion in flexible pipes. Thus, soil and soil placement, as well as pipe proper

ties, are important in the design of a flexible pipe installation.

The manner in which flexible pipe performance differs from rigid

pipe performance can be understood by visualizing pipe response to applied

earth load. In a rigid pipe system, the applied earth load must be carried

totally by the inherent strength of the unyielding, rigid pipe since the soil

EQUATION 19

r = IvIean radius of pipe, in.

t = Wall thickness. in.

ClL\FrER v - DESIGN

The resulting PS values for various dimension ratio;.; of PVC pipe arc

as shown in Table 24.

TABLE 24 - PVC PIPE STirFNESSES (1',1)

For PVC pipe with outside diameter controlled dimensions (rather

than l.D.) this results in the equation:

0.559E(fl36.71 Et3=.~ =

6.71 EIr3

EQUATION 18

Pipe stiffness. Lbs/Lin. or (psi)

Force.lbs./Lin.Vertical deflection. in

,lodulus of elasticity. psi

i'doment of inertia of the \vall cross-section

per unit length of pipe, in4 Lin.::= in 3

PS =

F =

ioY =E =I =

Where:

EIPS = F/ioy ;;;, 0.149r3

11;9.


= 0.149 Wr3

EJ

Wr3

= 0.136 El

EQUATION 20

EQUATION 21

EQUATION 22

flY

flX

Where: flY and flX = the vertical and horizontal deflectionsor diameter changes, in. which are de

rived mathematically for ovalization intothe shape of an ellipse.

W = the load on the pipe per unit Iength_lb!in

E = Modulus of elasticity of the pipe material,lb!in 2

CiL\.t'TLR V - 1>.1:S1(;:'

139

fl X = 0.913flY

mechanism from the combined strength provided by the pipe-soii syslem.Spangler's Iowa Deflection Formula. M. G. Spangler l a student of

Anson Marston, observed that a theory of loads on buried pipe was notadequate for l1exible pipe design. Spangler noted that f1exibie pipes mayprovide little inherent strength in comparison to rigid pipes, yet whenburied, a significant ability to support vertical loads is derived from the

passive pressures induced as the sides of the pipe move outward against theearth. This fact coupled with the idea that the pipe deflection may also be abasis for design prompted M. G. Spangler to publish his Iowa Formula in

1941.Spangler's first step was to define the ability of a flexible pipe to

resist deflection when not buried in the soil.Applying the elastic theory or Ilexure to thin rings ror uellections

studied which \vcrc in the range of k's~ than about lO~'L. he L'st:tblished thefollowing relationships:

70605030 40

% PIPE DEFLECTION205 10

FIGURE 13

TYPICAL PIPE STIFFNESS TEST RESULTSPIPE STIFFNESS VS. PERCENT DEFLECTION

70

60 8 s:.:e~".,.;e;:-r!i;ii~~;;i;~f=p.:,~}}PipePVC Compound: I2454B

at the sides of the pipe tends to compress and deform away from the load.In a flexible pipe system. the applied earth load is, in large measure,carried by the earth at the sides of the pipe, since the flexible pipe deflectsaway from the load. That portion of the load carried by the flexible pipe,assumed as a vertical vector of force, is transferred principally through thedeflection mechanism into approximately horizontal force vectors assumedby the compressed soil at the sides of the pipe. Through the deflectionmechanism, the distribution of earth load is carried principally by the surrounding soil envelope and to a lesser extent by the flexible pipe. Thestrength provided by buried l1exible pipe is derived through the del1ection

DL

I<W,r3

EI + 0.061er4

K = BeddingConstant

DL

= Deflection

Lag Factor

EI = StiffnessFactor

(related to

Pipe Stiff

ness)

21' = D = PipeDiameter

e = 2h/6X

(EQUATION 23)

TilE IOWA FOR:\1ULA

6X =

6X,

KW 1'3,DL EI + 0.061 E'r3

EQUATION 24

A:.~-

.1X

~ illJ]]J~

141

rOT J\l l()/\D IN

orrmmrnnJI

,

,"2

FIGURE 14 - BASIS OF SPANGLER'S DERIVATION OF THE IOWA FORMULAFOR DEFLECTION OF BURIED PtPES

CH/;.vn::r: l/ - DESIGN

500''':1:' oTAH :l;TATI: urovt:JnaTV

determined theoretically by Spangler and published in 1941. In 1955,

Reynold K. Watkins, a graduate student of Spangler"'s, was investigating the

modulus of passive resistance through model studies and examined the

Iowa Formula dimensionally. The analysis determined that e could not

possibly be a true property of the soil in that its dimensions are not thoseof a true modulus. As a result of Watkins' effort, another soil parameter

was defined. This was the modulus of soil reaction, E' = er. Consequently,

a new formula called the Modified Iowa Formula was written:

I<W 1'3,

Moment of inertia of the wall cross

section per unit length, in4 /Lin ;::: in3

I\'1ean radius, in.

Deflection lag ractorBedding Constant

Marston's load per unit length of pipe.

Ib/Lin.Mean radius of the pipe, in.

Modulus of elasticity of the pipe mate

rial, psi

Moment of inertia of the pipe wall per

unit length, in4 /Lin ;::: in 3

MOdulus of passive resistance of the side

fill, Ib/in2 lin.Horizontal deflection or change in dia

meter, in.

EQUATION 23

=

=

=

=

=

DL EI + 0.061er4

r

I

l'

E

e

I

D =L

I< =

\IV =,

.6X =

6X =

Where:

Uj\NDBOOK OF PVC PuYE

Spanglc::r's next step was to incorporate the effects of the surround

ing soil on the pipe's deflection. This was accomplished by assuming thatMarston's Theory of loads applied and thai this load would be uniformly

distributed at the plane at the top of the pipe. He also assumed a uniform

pressure over part of the bottom, depending upon the bedding angle. Onthe sides, he assumed the horizontal pressure on each side would be pro

portioned to the deflection of the pipe in the soil. The constant of pro

portionality was defined as shown in Figun: l4 and was calkd the modulusor passive rc::.istance of the soil. The modulus would preSlllllJbly ht: :J con

stant for a given soil and could be llle~lsllred in a simple bb tesl. Through~lnalysis he derived the Iowa Formula:

Equation 23 can be used to predict deflections of buried pipe if the

three empirical constants IC DL

• and e are known. Table 25 contains a list

of bedding factors, 1<, dependent upon the beddlng angle. These were

140

142

H:\..'\:DBOOK OF rvc PIPE

:ow1.il\Xl_\00

Slight, ~-t-e. 1 High,

<85% 85%-95%, 'I >95%Proctor, Proctor, Proctor,

<40% 40%-70% I>70'\brelotive relative telZltN8density density denSity

(3) (4) (5)

1110

No data :lvuilablc: consult <l comp<:tenl

,oil, T""'" °r~i" "'"~-,

~(H) I JKl\l ~_(lm ,(U)

-"---~--

l.ll\!!.- _.1:.1111\1 ;JI\)) 1 r~.-

~ .;.: ., • p ,

Dumped12)

'IE' for Degree of Compaclion of Bedding,1 , In pounds per sQuore inch

5011 type·pipe bedding material(Unified Classification System")

11)

Cfll\h~'d nod.AC'lIr;lCy III 'Icrm, "I l'e;~~lii"t:t· IkllntIlUl"

'ASl!'>1 DCII~n;,IIl'n (),?·n0:7, U:-iHI{ IkllFll'lllOl1 r,'i"1.L '. 1,lqUIJ hnlll'Or allY huruc,hnc Inll bl'plllllllt: \\l!h une ~,r the\e 'yml'uh he, tiM·(iC. (iC·SCIdF('r ~ Ir, 'l~~tlr'l<:y anu pfCUICICd def!c<:lllln of y;. aclu'll ueflC'ctH'll \\11\,1\1 be l'el'I{'cfl ~', ,Ind

4':; .NI,tc: Vallie, ;lrrhcablc only for ftlh !c.. \ tlMn SO ft (IS Ill) T;II'!c dtlel 01'1 Include M'\ .."Iel}'

f:lctor. For u..e III rre~hetmg lm!i,ll ddlc<:lll'n .. only, arpropfl:llc DdiL'UlUn LIfe I'aewr mu..l Ix' .. rrhed

fOf lon!:.term dcf!c.;;lion." If bnlJmg. fillh Illl Ihe (ll'rdcrhne b~'lwcell IWI' eomr;lclwn calq::<'[II:_. leiccllower E' v;,II1C Qr average the (wo valuc" f'cr<:cnt:lr.e I'fllCt~'( balcll on 1;lborall'ry m:I\HnUl1l uridcn~ilY from leq ..tandard .. u'iillt: ;lbout I::.SOO f1·lb/cll ft i5')l'\.OOO Jim') (,\STM D-6'-K. ,·\ASHO

T-99. USBR DCSlt:n:llion E-Il) I p.. i '" 6.9 "Stm:,

-_ .. ,..._- -, -_ ....

TABLE 26 -AVER.4GE VALUES OF MODULUS OF SOIL REACTION, E'(For Initial Flexible Pipe Deflection)

Fine.grnineJ Soils ILL> 5U)bSoils with medium to high pla'iticity

CH, MH. CH-MHFinc.gn,incd St,!I\ tLL < 501

Soih \~llh m~JlUm to no pb~lll:it~ CL, M1..:-'l!.-CL, ~~lth !c~'i th'H' ~5~, co"r_c_p,\incl!p<iftidc, _ i 'iii 1 =(;0 I ";PO 1 ln'

rlllc.gralllcd Stllh (1.L " SIl)Soil, ~Iilh meJlum to no pb\ll<:lt~, CL, ~1I ..

ML.CL. \~'lh I1wrc th.m ~5(; Co"lw'gr'lI11c.l

p.,rlll::1c,Co;tr\C,;':l'IHlCd S<1lh II llh hnc,

(/\1. (lC, S\L SC' 1,;tlOI.\lI\, 111Orr: t!L,n I~'; f~ \---.1CtMf'iC<gf;IlI1CI! Sl"h "'lh LIllie 1'1 :--;ll hnc'

GW. (iI', SW, S/" <:llnl'lIl\\ ic" Ih"n I~'; IIIH.'I

ClL\YTL\< ',' - D[51(;i',

143

The anI)' parameter remaining in the Iowa Formula now needed to

calculate deflections is the dellection lag factor DL. Spangler recognizedthat in pipe-soil systems, as with all engineering systems involving soil l the

soil consolidation at the sides of the pipe continues witil time after themaximum load reaches tile top of the pipe. His experience had shownthat deflections could increase by as much as 30 percent over a period of40 years. For tltis reason he recommended the incorporation of a deflec

tion lag factor of 1.5 as a conservative design procedure.Time lag will be discussed in much greater detail in another section

of tltis chapter.

0.1100.1080.1050.1020.0960.0900.083

K

o30456090

120180

BEDDING ANGLE (DEGREES)

Two other observations from Watkins' work arc or particular note:

(1) Thde is liItle point in evaluating E' by':l model tcs.t and then using the

modulus to prcJict ring lkrIection. Tht.' modd gives rin:! ~knt.'l'tion din:ctly.

(2) Ring tkll:.:..:rion Jllay not be tile only performance limit.

1'tlany r::::sr:arch r:ITorts have attemptL'd to measure E' without SUCCeSS.

The most lJ:icful method has involved the llleasure or ddkctions

for a pipt.' unJa which utileI' conditions Wt.'rt.: known followed by back·

calculation through tlit.' modified Iowa Forllluia to lh:terlllinl' the L'Orl"l..'c£

valuL' of E'. This n;quires assulllptions regarding till' lU~ld. bt:dding factorand tlt.:rJection bg factor to he ust.'d and has led to a wid:.: range: of fl'portL'dvalues of E'.

One of the most reccnt atte:mpts to acquire information all valucs of

E' was conducted by Amster K. Howard, of the UniIed States Bureau ofReelamalion. Howard reviewed both laboratory and !idd dala from manysources. Using information from over 100 laboratory and neld tests.

Howard compikLl a table of average E' values for various soil types anddensilies (See Table 26). He was able to do lhis by assuming values of E'.K .clnd Wand then back-(:alculating through the I\loclified Iowa Formula to,calculale a theoretical value of deflection. This theordical deflection wasthen compared with actual measurements. By assuming the E' values of

Table 26, a bedding constant J( = 0.1, and deflection lag factor DL

= 1.0,Howard was able to correlate the theoretieal and empirical resulls to witltin± 2 percent deflection if he used the prism soil load. This means that iftheoretical deflections, using Table 26, were approximately 5%, measureddeflection would range between 3 and 7%. Although the vast majority ofdata from tltis study was taken from tests on steel and reinforced plasticmortar pipe with diameters greater than 24 in., it does provide some usefulinformation to guide designers of all flexible pipe including PVC pipe sinceit helps to give an understanding of the Modified Iowa Ddlection Formula.

TABLE 25 - VALUES OF llEDDlNG CONSTA.l'1T, I<

J44

HA:;DLiOOK OF I've PjPE CI1/,J'TEP, \' - DFSl.G;"1

';;;Co.:0,9

6 "~

0'J

"~

':;:: "0 ~

~ 't " ~;

~:r.

~ " '~.-

'J ~

" -:; " o ~ ":;.fj

" f 0-= "- -J o ::: "J " :=)"::; C~'C 'J 0 " 'J

....J ~ ~"1' L,

i! " " II " "a: -"

0- ~ S 0 w w 0

'0~

"~

~ 'r~~~~,.' 0

@ji

w~

(!)

>,0

..Q 0

-:; S +r- "C', ~ -z E + ':?0 .~ 0-

~

r:::: C~

I

-< -" a:::> 0 0cY "'" E?

"0 w" N

C

"0I

<11 0

- 7) rr, \!)

qoqq'r:"T f'1 <"I

'Ii r- -t °q-r:q~

rl - - 0

0' r') r') cr,-:t-:~q'n P') f'l f'1

~-:::--G'_ - ...::; I-

r-..: v1 M <",i

r-O'r-oqt-:"1~'-.D '" rf) ('I

~ -,.......,./"c; rr~ q r'1'" "'7 r') "I01 ('.1 c.. co"1~~q>n ,.." ,,1 01

~

"'1° 000rooooo>,l-;tr-O

W

145

-0 .-, 0'1 10 'n -r ..rr.:) - f- .~ ....... ,r~ '':

, ..., ... ; r I ~ '..0 -r ,r, "·1

:;>,:=-C\(;'.::.q tr: f'! q

ltl .... Xl-.t:q~~,,' f'1 .-

.... rl '..0 'V:;- 'l) ,.:;, 'r,~cioo

r-.-:j---t l

!"1~t'1C';(") M 01-

'"('1 ("'I

0000000001 -;t I- 0

I~ l~ ~~, '" " -~, :::::: 'r~ r-;r')"'lrl- >Q tn r') 01

:,0""''''''' -0''$:?r-:~v: o "1' C' r-0000 ri""': 0 0

v;.-7 t-- 'n01 'Ii 0' 7 o -;t 'n ltl-t r..) 0j r,; o.~~r..)

rl -:T rf') t---O'I-'-.D r')"':::;-o-

-ciao ri ~ - ci

7,nltl-

~;::;~;::;::3(,l-~::.q ,..-! c: ;,.,q('1 01 .- ....

('1 ('1 Vt;~

:iri rl - --:'~I'~'I r", 'f, '''''1 -rI-:~t":~ rr!1_ .-.,,..., n rl

_ ,r'il.,;ll_ 'l:J r'):;. "'"j ...... 'r. ("I 0)Ci~t"":"":'-:--l <':)

r~:ulo ,.-, .,:t;' -ra'"

,.-.,,-)1 ~' r; r i .

° O'~o 01 ~

r- "'I:"w

l§~ ~ 51I I

I~Mr---q-\

<.r~ ~ ('! -:j1- _ ....... -,

1~ .:;>, "T r"', I'"7 ('1 - c

I....:....: ....: "":1"'"1"--I

,..,! -: q C';___ 0

I:;; ~ ;::; ::1'I"": ....: ....: ....:Ix., ':> ,r'l1; ~ 6 ;.1__·:>r')~1

i:::::=1I

·r, ~, t-- "1'1-:- -r r') rr,

:=560 OJi r') 01 71I-·~r-'n

I' . . '

1

_, - : ;;;1;~6;

- C\ c--: c: X;i-00

...:;;...:::;!;;'Y:l1-'C

~ ~ ~I ;; ~ ~ ~;J I~ ~ ;; d- a 010 rl - - -\0 ., rr, rl_~ -

:; i :; 1

,.. _ -.=, ~I'I"..~ ..:) rl ~I'.!;I _'r, -t.::: 'f~ "": ~-'ir! q :.(; 1-: <:.l'~ '::'. rr~ q::::: 0 0 0 C:i- - 0 a 0: rl_ -

"i (", 0' 'f. ~I:':> 1- -r .r, LOj_ 0 f.! ,,.,~"',rIO:? -.=,rICN,r,Nr-.._JJrl_'-:"":0(.. -

() I'r. :J 'I", :::'r_ 'r: -t: "i.

:0 :0 0:0 f-I--c--c-::-Io~

~

o~

N

;,.

"'

i• I

~ I;: g 21':0 0o-lI"::8'O... -:> > "'1 .,t-= .::: ~l::n..J ill

'(;) j

::: II

1---1=of8o~

1---1=oi3

u>""'"t--~''00"0 0",-'Uo

~~;3:"-<3~"'~ "='":::::-0::>='" "otz.. r-I0:::U)>,Z~0::~:§u::r::'" .-'0",,,,

"'~0'"oS",.f-<~

-<""-'=;:) ,8u-'u-<2!U~

1°t--C',

'"-''";:;1.9 percent

1 ft2144 in2 ; 8.33 psi

Dl

K1' (100)--[2E/3(DR - 1)3J + 0.061E'

EQUATION 26

I'> Dl

K1'(100)

%0 ; [2E/3 (DR - 1)3] + 0.061 E'

2(400,000) ; 54.28 psi3(18-1)3

t>% i);

x 10ft x

1.5(0.1 )(8.33)( 100)54.28 + 0.061 (200)

2E3(DR - 1)3

% Ll _D -

1'; wH

Ibl' ; 120 ft3

Where: 1'; Prism Load (Soil Pressure). psi

EQUATiON 25

Dl

K1'(100)

0.149 / + O.OGiE'< uY

%~D -

Under most soil conditions, flexible PVC pipe tends to deflect into

an elliptical shape and the horizontal and vertical deflectIOns may beconsidered equal for smaH deflections (1'». Since most PVC pipe is de

scribed by either pipe stiffness (F/I'>Y) or outside diameter to thickness

ratio (DR), the lowa Equation (24) can be transposed and rewritten asfoHows:

The above equations lllay be used in conjunction \vith the v;dut.'s forthe empirical const~.1llts E', DL and K. The roJlc)\ving cX:lIllpk illustr:ltestheir tlst.'.

Example: What is the dcllection of a DR 10 PVC pipe ii' buried on a

flat bottolll trench in ;1 rille gr:lined soil with unit weight or 120 Ibs per fl 3

:Illd with liquid limit k'ss than 50'/; if the depth or buri:li is 10 ker.l

From Table 2(l, E' :;; 200 p:d and iJH.:orporatin~: :1 lkdditl~ (OIl:<'{;II1L

I< :;~ 0.1, and the prism load ;IS :1.<;sUIlll'd in tilL' dcriV~l!lol1 ol'T:d11c 27 :I!Ollp

witll a deflection b~ f:lctor or 0 :::: 1.5, tilL' rollowin~ results :lre tkrived:..... L . ,

For the general case, live loads should be added to the earth load todetermine the total load at the depth being considered.

In Table 27, results of calculations of deflections or buried A\V\VA

C900 DR 14. 18. and 25 PVC pipe are presented for cases where eitherhighway or railway loads an: present.

SOU"':;,,, UY"" "TAY" UN'V""",TV

?H~S (houl:s)

1 ~ ~

(hou,r.j

10

Load as;1 function of time for a constant ring deflection of 20 percell!.

'~ I I I I '!I I'I !

1-------;--.. !-u. I 12in.di. I I1 I1

0 ' I,)~ r I I I I , ' , I

I I ~o 00 I I t-e111i0

I I III!J

!I I II! i

I II iIn I I II'I~ '--.a. n J lJ ill. ditl. II1I 1

fT -rTF!I 0 I Ii

""~ 70

8H

5"w~ 60

~

FIGURE 16 - PVC 1'11'1' CREEI' RESPONSE

~ eo.;;-"'

10 100

Time VS, vertical ring deflection for three soil densities,

as % of Standard Proctor Oensi ty.

90

147

CH\FrER - DESiG:';

FIGUH.E 15 - STRESS RELAXATION CURVES

SOUfH:r:;: UTAH STII,T<;; VNIV<;f<SITY

--1--1I rnTI-"~=[H_7.0 I IJ I !JL~ 11.:Li I,,_,IJJ[I[-o

;;::to=I"L'U_IJ J_ I ._-j I Illt±j,Y l---l - I 1 I rI I ' .-"-1 '! d I -- ~---,! 11--- -1,- -UlJ , L

: J- I f 1·_··--·_·_-1- ! I I I w ys; '/'E --'I' '·'-LI' ~II eo, n I~ 6.0 _ , I I " _ ,

! )~llTI1t±J::11 j 1+1I !" i l-W~I> I I~la 5.0 I :

HA..E\;D8(}OK OF PVC FiPE

146

DeflectIon Lag and Creep. The length of time that a buried ncxible

pipe will continue to deflect after the maximum imposed load is realized is

limited and is a function of soil deilsity in the plpe zone. As soil density at

the sides of the pipe increases, the time during which the pIpe will continue

to deflect decreoses, and the total deflection in response to load decreases.

In fact, afwr the trench load reaches a maximum, the pipe-soil system

continues to dellect only as long as the soil is in the process of consolida

tion. Once the soil has reached the density required to support the load, the

pipe will not continue to deflect.. The full load on any buried pipe is not reached immediately after

installation unless the final backfill is compacted to a high density. For allexible pipe, the long-term load will not exceed the prism load. The increase

111 load with tir:1~ is the largest contribution to incrcasing lkilcction. Itshould be consiJ-.:rcd as load lag, and should not be includt.:u in the deflection lag fadar. Therefore, for dt:sign. the prism load should be Llsed.thus effectively compensating for the incn::ased trench consolidation loadWilh time and r::suiting increased defkclion.

Creep is normally associated with tht: pipe malL-rial and is lh.'fined ascontinuing deformation with lil1le when thL' m;lterial is subjecled to;1 COll

stant load. rvlo~i. plastics exhibit creep. As lemperature increas::s. the cn.::eprate under a J;iy;,;n load increases, Also. as slress increas:.:s, tilL' cr:.:ep f'ltt.:: forn gin:n telllpefolture increases, I\s PVC cret:ps. it also n:bxes with time.Stress relaxation is defined as the decrease in stress. with time. in'l materialheld in constant deformation.

Figure 15 shows stressTelaxation curves for PVC pipe samples held ina constant dell,ction condition. It is evident that PVC pipe does relax

stresses with tim>::.

Figure 16 shows long-term data for buried PVC pipe. Long-term

dellectioll tests were rLln at Utah SUIte University by imposing a gi.ven soilload which was held constant throughout the duration of the test. PVC

pipe material cr~ep properties have little influence on dellection lag, but

soil properties such as density exhibit great inl1uencc.The theorolical strength properties of PVC pipe vary with tempera

ture, (see Chapter III - Thermal Effects, and Chapter V - Hydrostatic

Pressures). For nexible pipe considerations, the approximate relationshipsof pipe strength properties vs. temperature are shown by curves in Figure 17.

Temperature controlled tests of buried PVC pipe were run to deter

mine the temperature effect on the long-term behavior. Data from thesetests are given in graphical form in Figure 18. The following procedures

SOUllct;: !':1'HV<. COIlI'ORATION

148

IL,J'{DBOOK OF l'VCPIPE

~SO

- l.) .;,iU.,

'00

OFd'l

'"'"ISO 200 250

£Lh?SI:P n~.£ (hour,,)'00"

Time deflection cunres for buried PVC pipe (temperature controlled)for three soil densities, as % of Standard Proctor Density

',0 y,c::= 1 1

j u~ll~\ ! ·;'·-~>~-~l

,k-~~ i'g~ L~-,~ I .."~ "t=±=±=j 1:

t m, ",', o.

- 1m, '"' I;; ,,' -- 'I

6 _~;,.~~

~ ~. ~ 50\ '-¥:::::::::r-~

149

TI~IE DEFLECTION CURVESTEMPERATURE CONTROLLED SOIL CELL TEST

,;ounct:: UTAH ,;TATC U'''''CR5,TV

FIGURE 18

reached. At this point the low., Well as the tempemiHl\:; \V:1:; hdd constant, ancl the resulting time deptmdent deflection was determined. The

starting deflections are somewhat arbitrary. Four of these tests werebegun at about 4.75(% deflection and two \vere begun between 9 and 9.5%·deflection. The loads required to produce these deflections were differentin each case. It should be noted thut for the temperature fUnge tested, anequilibrium state is reuched, and the pipe does not deflect beyond thatpoint. The limiting deflection and the time required to reach it ure brgely

controlled by the soil density. However, it is interesting to note Figure 18

for tests at different temperatures with the same soil density:_ The equilibrium deflection is slightly larger for higher temperatures

because the effective pipe stiffness is lower._ The time for equilibrium to be reached is sharrer for higher temper

atures since the soil~pipe system can interact at a faster rate in achieving

cq uili bri tllll.

20

/,,,

__ L l.,-

40

l-JI

6080100

I I r---11I UPPER RECOMMENDED UNliT

~ j - I - 1- :1- ,-

GO

20 [ I I I I I i I120 I I I I I

!l r- 1 I /120~ '! I I l/ I vOl i """ / I

I~, I V/ ~'?- , i~ ~'/ I .,."' I~ 0 ,0' "."

I It..... / ~ '<."':3 "I I. ~ 0 "I I I!Jr-jf":_c-~~,0 ,1",'''-. I-..J'j 1 ~0~" ,'V I'

I b0 I i 0:,....0 ,," ~I I100-1, ..:r j ,,0~": I I

I J 'I; ~ "."~ / '

~-J__,2 L_ /~ . iI .' /' '-1' ,, ;r" '1.' i

no ! i ,\ "I, / / I I, \ 1/''I' ' I,,, ' ill

-1'~1\'~.I,[. - I I_-ti / / /'A I. \C:c I

I I~(~ I1 -c«' .0 '

I 1 \:/','-t" '7 !. //'/,0 ' I' -------';-7.-..~''',' t I, I· \./. ;>- , -_.. -- ---j--

/(.... /'.\ I40 I I \,"'j>;;:; \c:-~ALU,sv"RnViDEL I

I, \J >;'/" ','..- DUE TO CO":OU"D'''O I I

J~~:;;? I i\ ~// /" I

140-1 _

% OF 73.4'F PIPE STRENGTH PROPERTY

FIGURE 17

APPROXIMATE RELATIONSHIP FOR 12454·B PVCFOR FLEXIBLE PIPE STRENGTH PROPERTiES VS. TEMPERATURE

:;-wIT::>..."IT:~ 73<1

~...

were used in conducting these tests, The pipe to be tested was placed inthe load cell, It was then embedded in soil which was compacted to thespecified percentage of Proctor density_The load on the soil was thenincreased until the desired starting vertical clel1ection of the pipe was

PIPE 51::(TESTED~". 2":" NOM.01';·'.1[1E H

t51

Load

Pipe Stiffness + (Constant) (Soil Stiffness)Deflection =

sou"C<:' uT"" ".,. ... T.: u""v.: .. ,,'TV

EQUATION 28

CHAPTER V - DESIGN

CELL CROSS SECTION

''1- U \.\1/ ~III 0)

.\ ~ linII$i _.-.. -- Ii DIAMETER--l.J'U ~-- i 2 FT. OPENING

1'-0'k'/",{~= SEALED'~~';-lil~ I

,,,. ---- I\_.- c,

(i)j'"

Extensive research has established that any buried llexiblc pipe, (c. g.

steel. fiber glass, plastic) will continue to delleet as long as the soil consoli

dates. Thus, as previously stated. the creep properties of pipe materials have

little effect on the long-term delleetion behavior of llexible pipe when

buried in soil.Watkins Soil Strain Theory. A number of variations of Spangler and

Watkins' Modified Iowa Formula have been proposed. All of them can be

represented in the simple terms:

,....,

?\\ r,oHO< N'·-'"

%\ rr":to< o,n,HY

~.\\ ~r~<t~r !'<n":i

8'\ r ..:pr :,,~"tv

~~ 1<<: 0/ <O\H t

\ .... ~< ~~" "." •. , • l~l n .. i'

fit)' • H ""

fl'.'· • ~~ -"

fl~q • !, ",;

fI~q • ,: ~,j

'-'c, ~__--,'-__~~__-'__--,~__--,~__--,'-__-'__--,~

o ~~ lrn r,O" '0" ,~"o ,;<'" i'." 1<

1 ,~. (ll"",,)

TIME DEFLECTION CURVESEMBANKMENT TEST

$OU"Cr., UT" .. I'T"'TI: u""vrarr.lTV

FIGURE 19

The above described'iong-term tests were carried out in a soil cell.

The imposed load on a pipe in a soil cell is almost instantaneous due to the

fact that the loading plane is only about 30 in. (760 mm) above the pipe.

This provides a significant advantage over tests in either trench or embank

ment conditions. In both the trench and the embankment, it takes sub

stantial time for the full load to reach the pipe - as much as months and

years have been reported. When long-term tests are carried out in trenches

and embankments, the change in denections with time is due to increasing

loads and soil consolidation. Figure 19 shows long-term dellection curves

for PVC pipe buried in an embankment. The change in denection with res

pect to time in this condition is greater than that measured in soil cell tests.

Again, this is due to the increasing load with time in the embankment,

whereas the soil cell tests are constant load tests. The equilibrium denec

tions being approached by the curves in Figure 19 :ire the same as those

which would be obtained with much less time delay for the same pipes sub

jected to the same loads in a soil cell.

HA..."iDBOOK OF PVC PIPE

«0

DcOcction as a function of time for PVC pipe buried in an embankment.

ilA..NDHOOK OF PVC PIPE

Through transposition, equation 29 can be restated:

300250200

SOURCl'i:: UT...... 5T .... TE: UN1Vl::IVl>I'TY

I

iii! !

OTT:;;-r-r.•.,~;t:.?" I.

"•t

I~ ,f>II[S$U.'l(

('!.Ifill'

fl.'SnFFNQ.SRU10' ...l.::El/01

E~ '~J{'SOlLSTln'}lESS

E I/D1"lII'lG STIFFNESS

150

!

100

Rs Stiffness Ratio (Dimensionless)

50

-----~..--

II I i/ J

.... I

o

1.0

0.8

04

06

~C.2~•E

i5

o

<;g~

o

"E';;o~

oC'

el w~ 0.2

C{-IAPrER \/ - DESte;>:

153

FIGURE 20

RlNG DEFLECTION FACTORAS A FUNCTION OF STIFFNESS RATIO

In tiils form l the above equation represents :1 simple relationshipbetween two dimensionless variables: ring deflection ratio J1~ and stiffness ratio Rs - Figure 20 represents the design curve which can be used tor

predicting ring deflection. It is based on current theoretical as well asempirical data generated in Europe and America.

In most flexible pipe installations, the pipes are relatively flexiblecompared to recommended side fill. Thus, the pipe follows the soil downand the deflection ratio approaches unity. The stiffness ratio, R" is usuallygreater than 300 which is to the right of the plot of Figure 20. Even if R,is usually greater than 300, it is eonservative to assume YjDe = I. So the

PR,EAR + B, ,

PieVertical soil strainEmpirical constants which include suchterms as D

Land K of the Iowa Formula

EQUATION 29

=

R = 12 E, (D)3, E (t)

:!... = R,De AR + B,

EQUATION 30

EQUATION 31

152

= Vertical nominal pressure at the level of

the top of the pipe, psi= Stiffness ratio. This is the ratio of soil

stillness Es to pipe ring stiffness EI/D3.

This quantity includes all properties ofmaterials, soil as \,,'ell:.I$ pipe.

y

D

R,

E =,e =

A,B =

Where: E equals slope of the stress-strain curve for t1Je soil,at the load in question in a olll'-<.Iimcnsional consoli-

dation test.

i Where: P

Since for a solid wall pipe or constant cross-section, I = (3/12. then

Upon analyzing data from many tests. \Vatkins. ;''/fote the 10\va For

mula in terms of dimensionless ratios as follows:

1 <4

HI..."'~DBOOK OF PVC PIPE

EQUATlON32

155

Empirical Method. Each of the methods discussed so far for determining load and deflection has a theoretical basis~ and, except for the prismload theory I all require experimental investigation to determine the unknown constants, In the past few years, techniques have evoived wherebya model or prototype pipe is tested until failure occurs, and the total performance of the pipe is studied. Suppose a pipe is to be designed with acertain earth cover in an embankment. Without a pipe in ploee, no archingoceurs, and the soil pressure at any height is easily calculated (the prismtheory load at that depth). When a flexible pipe is in place, the static pressure cannot be greater than the prism load pressure applied. Trying to calculate this actual pressure has frustrated researchers for years. If a pipe isinstalled in a prism loaded condition (e. g.• soil cell). resulting deformationcan be monitortd \vithout the need to calculate actu8.! static pr('ssure,

This procedun.: has been llsed with gn.~at success at Utah StateUniversity under the direction of Reynold K. Watkins and at the UnitedStates Bureau of Recl:Jlllation under the direction or Amster K. Ho\vardas well as atllt;r places, Data obtained in this manner can be used Jirectlyin the design of pipc~soil systems and in the pn:diclion of ovt:r~~dl perform M

ancc. The possibility of buckling. over-ddkction. and wall crushing are allevaluated simultaneously by actual tests. No at tempt to expbin the pipt.:soil interaction pht:llomcnon is necessary in the use of this method. and theend results leave nothing to be estimated 011 the basis of judgml'nt.

For example. if tests show that for a given soil compaction at 25 feet(7.6 m) of cover. a Ocxible pipe deOects 3%, and in every other way performs well, the actual load on the pipe and the soil modulus are academic.Thus, a pipe installation can be designed with a known factor 01' safetyprovided that enough empirical test data is available. In collection of thisdata, pipe was installed in a manner similar to that used in actual practiceand the height of cover increased until performance levels were exceeded.The procedure was repeated many times and a reliable empirical curve ofpipe performance vs. height of fill was plotted. The use of these empiricalcurves or data eliminates the need to determine the actual soil pressure,since the pipe performance as a function of height of cover is determineddirectly. Equally good empirical approaches to study of the deflectionmechanism are

- the study of actual field installations, or

CHAl'TER \' - DESIGN

- the simulation of a large enough earth cover in a soil test box to exceedthe performance limits of the pipe.

SQURce: UTAH STATE UN,vttl'$ITY

A"oreo :__ IP

(~:b~'1.•. ;;.': 'f> .',.,

/ :...:)',;:':~-J,.-

I

£=L\L/L

-!l-A-'

...J I<J !

<:- i

J1...J' ~I // E'=soil sliffnessb' / / =slope of seconi eriE

I;.;:!L~ _

FIGURE 21

CONCEPT FOR PREDICTING SETTLEMENT OF SOILBY MEANS OF STRESS STRAIN COMPRESSION DATA

FROM FIELD OR LABORATORY

P

I . -- I "r-l- -----r:: In "HI ,,:.:t'I/~~1 ~'/ ;'::;''17/'$;

~/~?'- ~\~i?;,\,; ..

WI'"'[S.-VI;"

Y/D = e

To use soil strain to predict pipe deflection then becomes a simpleexercise. The ratio of pipe deflection to soil strain can be determined fromFigure 21. This value will usually be unity for most flexible pipe installations. The load on the pipe is then calculated using the prism (embankment) load theory, and the soil strain can be determined from Figure 22.

A series of simple laboratory tests can be made, for the soil to beused as embedment, to generate curves similar to those of Figure 22. However experience has shown that data defined in Figure 22 is representativeof most soils, and can be used for design. Thus, it is evident that soil den

sity is the most important parameter in limiting pipe deflection.

This demonstrates that flexible pipe is deflected down about as much

as the sidefill settles.The vertical soil strain in the side fill depends upon the soil compressi

bility and the nominal load. From the soil mechanics laboratory comecun:es such as Figurc 21 which relates the strain to the soil pressure.

ring deflection becomes:

156

Substantial data is available for PVC sewer pipe made in accordance

with ASTM D3034 with minimum pipe stiffness of 46 psi and has been

compiled by re>":lrchers at the Buried Structures Laboratory. Utah State

University, Tbe f';SUltS of many mt:~ISlln:l1l.:ntsare categorized in Table 28

according to soil type. soil density. anti height of Cover. Ddlt:i..'tiollS presented in Table: .:'8 n:prL'scnt the largest ddlt::ctiol1s cncounkn:d under theconditions sp::dfied, D:lt:l presented in this manner is tk~ignt:J to providea great dL':.d of il.:xibilily to cngillet::rs, lls lise in most caSes will show th:lt

several 1'Ilginccnng solutions may bt: availablL'. and L'conomic inputs ma)'suggest ':1 prop-.=r solution.

For example, SUppose PVC Sewer pipe (i\STM D3034 DR 35) with

a minimum pip-: stiffness or 4() psi is to be installed where till' n'.Ilivc 50]1

is a Class iV cl:1y, Ninety percent or tile line will be at depths as great as20 feet. i\ccording to Table 28 the n:ltivc Class IV material could be usedfor that portion of the pipeline with less than 14 feet of COVer if mmpaeted

to 75W or St~lrld3rd Proctor thereby insuring maximum deflection less than

7.5%, Howc\'~r. ground water conditions may make compaction difficult.

even il1lpossibl~. or may result in subsequt:nt reduction in soil strength,

If this is the cuse, Class 1. II or 1lI material may be imported and useel withappropriate emb~dment procedures to limit maximum clerkctiOll to 7.5%.

The choice will be based on availabitity~ convenience and eOllsequently on

cost. For the deep portion of the line, Class III material compacted to

85%, Class II material compacted to 80%, or Class I material without compaction could be used successfully.

157

CHAPTErt v - DCS1G:\

Asbestos-Cement Pipe (AC)Corrugated Steel PipeDuctile Iron Pipe

Fiberglass Reinforced Plastic Pipe (FRP)Polyethylene Pipe (PE)

Polyvinyl Chloride Pipe (PVC)

Reinforced Plastic Mortar Pipe (RPM)Steel Pipe (CMC-eML)

654

Note: Probable error is abouthalf the distance betweenndpcent lines.

32

~s Vertical Soil Strain (Percent)

co"'!> I'~~p /SOil if ---~77'-c- l ~ .

oo

e:::>~

~

'"'!: 2000o

C"

N.-u..--:3 3000 1-1---'

';OU"<:u UTAH lIT"T'" Vt"V~r""TY

"<.>..,~ 1000

4000 I I 'I i I

FiGURE 22

PLOT OF VERTiCAL STRESS STRAIN DATA FOR T'{PICAL TRENCHBACKFILL (EXCEPT CLAY) FROM ACTUAL TESTS

"0..

HA..;\DBOOK OF rvc PIPE

To avoid the proble11l of having to establish design data for the

infinite variety of installations and bedding conditions that are found inthe field, the following design bases have been chosen:

- The embankment condition is selected as critical. (The results are con

servative for other than embankment conditions.)

-- Time lag or settlement of the embankment is included by designing for

ultimate values of deflection.

An added advantage of tllis system is that performance limits, such

as ring crushing, strain and wall buckling, can be analy'zed, as well as ring

deflection, by means of a single test. Dni-Bell manufacturers have generated

such data for their pipe products. The use of such data may be considered

the most reliable method of design and is recommended when available.

Some of the pipe products for which empirical test data have been deter

mined are as follows:

HA!'iDBOOK OF PVC PIPE

Where: E = Modulus of Elasticity, pSIa = Wall stress, psie = Strain, ill/ill

Performance Lilnits. Performance limits are established to preventthose conditions which may jeopardize the effective operation of a pipe,

line. For PVC pipe responding to external loads these may be enumeratedas:

1<0

CHAPTER V - DESiGN

The fatigUe! performance limit is also described under a previousheading. It refers to the fact that most material call fail at stresses lowerthan the strength of the material if a cyclic stress application Occurs at asufficiently high frequency and magnitude on a continuous basis over aperiod of time. This phenomenon is illustrated by taking a paper clip andbending it back and forth several times until a fracture of the materialoccurs. Only under extreme live loading conditions at very shallow burialdepths is consideration of this performance limit meaningful for buriedPVC pipe.

A deflectioll performance limit for flexible pipes was establishedshortly after publication of the Iowa Formula. It was determined thatCorrugated steel pipe would begin to reverse curvature at a det1ection ofabout 20%. Design at that time called for a limit of 5% deflection, thusproviding a safety factor of 4.0. From tillS early design consideration.years of engineering practice have lecl to the arbitrary design limit of 5.0%det1ection. TOday this level is readily accepted by most designers of

EQUATION 33

a = eE

StressFatigueDeflectionBucklingWall Crushing

Longitudinal BendingStrain

The slress performance limit describes any internal pressure application in which the hoop stresses in the pipe w~11l due to applied pressureexceed the design strength of the pipe. This is described in a previous chapter and can be expressed as:

,",,g

>>,,,,,,~,>

",;,

;~ ~~r-~

.~ ~:::..;~ §..,), 0

,2 l-o

~·o

'5o~

~''::

-g

~

o

=.g..s3~

",-,-,;:>

6§:er-:

22:'"~:5r,r;

":z'x.:ec..

2

2=

"

E

~

''-c~

""c"~

~

".g~

.5

"""'0.

.~

=-5~

~

.:e

.~

:S

~

o%VlVl-::-'u-'(3VlVl

~

~

ou0'"'"

Clt::lClZ

'"

I-

"6,.-,1I

...,. 'I--':;;-~ 1;;;1' ",°1 "'[0:1;;:'1 '" [,,; I'd("'I ~ I~ r...: .-: l.";f:~i~. ~[~ ~

01 "" 0=co "'I;'}; "'161°M ....: N 10) "j -.0 ..?,::C ..0 r....: 0, .' -:":'" -:"jJ;'"00 i V') 00 N ('I 0 V;'{M 0 M 0Nl""; "":??"i0;r;ir--:...o"ci";

!, .. ,:' ~+;:f-::;~.s;"" I ": '"' :r-: ...,I"< :-:l C! 'c: C!IC!1"'1 I .... .- f' ('1 If)f~r~ If) ~ ~l

-:::~'~ ~

"3-5.:.:; ::

.~ ~'~5) ~.g

.;;; ~-:::

'- -] ; ~~.::; 1- ;: §" Vl

~~= ~.¥t~S!<:.) ';;;-:;

::7,,\ I r~ ~ 1"!> ....... ~, -:;0<:.) 00.... :: ",.... ::: '"t:: .... :-, t?t':t~t~t::'?t~t~t~t'? o?'-~ =>."'zu;:::; OOO'r"llf)lf)lf)'r"l'r"l ;.;.::J>,,,,:::.!:.)

-'0-

1

0\ 00 G'. oot.-\O cot.->,,:) ""' .... ::: ..... -~ :::: ~ Z .3';:; 0 ";::: ""=I

100...)1 '" ~ ,,'= ~ ~'-"... ::;::5"OiJ =:~

I~_~C ""'"'" .J <:.) ...... --' _ == > > U.2C t! ~ ~- _ _ '.' -:::'w ~ ..2 0

t.I) CIJ V'l CIJ CI) ::::;';';::0'0 ..o"'=':t.I) tI)' CIJ -v:,.., --'

f-< Z I < < CIJ tI) ~ .... :::;;:)- .;.;:: <:.)Z < < ..... '-,-~~_l-o~ 0 cj -1 ~ ....J ....J ~0'-';::"'=~~...JC: U U U U :.n.&-o.3~-::;~0;$< :.;; :::...3..:2:.:=,3 (3~X~ Z '- U..2:-:·::;~;:;1==] 'O"E~ ~ ~O:;C~-;,g~:;;:n .=EE;:i'E .!:~ . ~ .... ~-5.s~~gc;~.<':. ~ :.J;:l;:l tI):1 r.J;- ~ >. a 2 :n:.J:} ...... ::: U) ...... "0f-< ,..; ~ c o::.ll =.. c.~":' :::..:3 ._:::., ;.;J::::::: "0 :.>::;tI) U ::::lee r:r.J .::: · .... U ;.,.. :=.Q;:jU'-0""=1< S::..?< £"'3 ",=,~ :n Ul""'....... 0";:: -;;,=.3

.;.:: u ~::; .... r::::l 0::: ::: ~ ":J.::;~ r.r. 0 WZ ::;:.us.::J,.....l

....: N ~.¢

:2;:0:;X<;;:

~c..

'"'""'...l

'"<I-

oVlZo;::u

"'...lu..

"'Cl;;::>:

"'l-vZo...l

u>c..u..

pZ

"'u~

"'~~

'""',:>::::::s

H/iNDIHJOK Of PVC l)IPE

EQUATION 34

Where: r :::: rvkan pipe radius. in

190.2 psi2 (400,000)

[1-(0,38)'] (18-1)3

EQUATION 37

E I t \3

; ••• 0 (-,)P"

CHAPIER V ~ DESIG~

P. , . unit lateral contraction

Olsson s RatiO :::lInit axial elongation

2E(1 - v2 )(DR - 1)3

Where: v

Pc,

EQUATION 38

Ph = 1.15 vP:"E'

161

Since the mean pipe radius (r) is equal to Dm

/2, Equation 36 can also beexpressed as:

; 0.38 for PVC pipe

OD ; outside pipe diameter, in.

D = OD- t ::: mean pipe diameter, in.m

Where. E' = "Iodulus ol"soil rcaction, psi

Pb :::: buckling pressure in a given soil, psi

When pipes art buried or an: installed in such a manner th~lt tht' sailor surrounding IlH:'dium provides some resistance a~ainsl buckling or deflection.the buckling pressure (pb) ill tilL' soil has bcen found by the Scandinaviansto be:

Example:

lf a DR 35 PVC sewer pipe with a 400,000 psi modulus of elasticity

was confined in " saturated soil providing E' ; 200 psi, what height (H) ofthe saturated soil which weighs 120 Ibs/ft l (w) wouid cause buckling')

Example:

A DR 18 PVC pipe with a 400,000 psi modulus 01" elasticity is to beinstalled as a well casing ill which the confining medium will ofTa no shearresistance. What is the critical buckling pressure (P

cr) if ol1ly atmospheric

pressure were to exist on the inside of the pipe'?

2E

2E ( t )3(1 - v2) OD-t

(DR - 1)3

160

(1 _ v2 )(!}-)3

EQUATION 36

2E

EQUATION 35

2E

(0o;t)

;

(1 - v2 )(DR _1)3

2E

P"

Pec

P ; 3EI

" ,3

Where: E ; Modulus of elasticity (400,000 psi for PVC 1120)

DR ::: dimension ratio

With tlll' Moment or Inertia (I) defined as t 3 j12. 1·.qU:ltioll 34 lK'COIllL'S:

flexible steel pipe systems. PVC pipe, having a DR of 35, reverses curvature

at a deflection not less than 30%. Application of a simiiar rationale results

in a safety factor of at least 6.0 for the 5% deflection limit. At 7.5% de

flection limit, the safety factor is 4.0. In system design, the 7.5% deflec

tion limit for PVC pipes with DR's greater than 14 may be used with sub

stantial safety, when considering that most soil or structural designs aredeveloped with safety factors of about 1.5 to 2.0.

The buckling performance limit may govern design of flexible pipes

under condiliQns of internal vacuum, sub-aqueous installations. or loosesoil burial, if the external load exceeds the compressive strength of thepipe material. For a circular ring subjected to a uniform external pressure or internal vacuum, the critical buckiing pressure (Pcr ) is tkfinL'd by'

Timosllr.::nko as:

For long tubes, such as pipelines under combined stress. E is replaced byE/(l - v2 ) and the critical buckling pressure is:

1<"

x 144 = 274ft

Py

= wI-! = u c2AD

228 Ib/in2

120 Ib/tt3

Uc

= hydrostatic design basis or hoop tensile

=I'

I-! = ..Y.w

P D- .....y..-

Uc - 2A

Conservatively assumestress = 4.000 psi

The previous example easily illustrates that ring compression is nota governing factor in design of either sewer or water PVC ripe systems.

Longitudinal bellding of a pipeline is usually indicative of less thansatisfactory installation conditions. Unlike "Rigid I'ipcs," PVC pipe willnot brcak in nexure but will dellect out of round circumferentially andpossibly buckle if the pipe is bent longitudinally to a very short radius.(See Chapter V - Longitudinal Bending, Joint Dcllection, and SupportSpacing.)

Strain limit may be considered a performance limit in isolatedcircumstances where extensive strain in the pipe wall can be anticipated.However, research completcd and reported substantiates that buried PVCpipe is not limited in usc by definablc strain limits. Essentially, field experience has demonstrated. for buried PVC pipe, that the strain condition isinfinitely less critical than other performance limits.

Within the last decade, methods for strain limit design of buried PVCpipe systems have been proposed in the effort to permit design based onconservative parameters derived through short term testing. In such shortterm testin~, the attempt is made to determine critical strain which can bedefined as the maximum possible completely reversible elastic strain. This

4000 (2) (0.240) = 2281b/in2P = 84y •

CHAPTER V - DESIGN

163

For this case the performance limit in ring compression may be calculatedas follows:

Example: A PVC Pipe (0. D. = 8.4 in, t = 0.240 in.) is concreteAt what vertical soil pressure or depth of cover could one expect

failure by ring compression?

23.8 psi2(400,000)= [1 - (0.38)2] (35 - 1)3 =P

or

White and Layer assumed the vertical soil pressure (I'y) to be simplythe prism load or the unit weight of the soil times the height of fill plus

the influence of surface loads at the level of the top of the pipe.Tests conducted by several researchers have confirmed the validity

of the Ring Compression Theory as applied to flexible steel pipe when thesoil can be assumed to be rigid. These assumptions apply reasonably toPVC pipe when held rigidly, as in cases where the pipe is concrete cradled.

EQUATION 39

PyD Yield Stren"th0=--= .

c 2A Safety Factor

iTherefore, the safety factor for the critical failure mode by buckling ofDR 35 PVC pipe is ample since sewer pipes are rarely buried in trenches

deeper than 50 feet.Research has eSlablished that flexible steel pipe walls can buckle at

deflections considerably less than 20 1,: if the load is large and the soil

surrounding the pipe is extremdy compacted. Based on these observ:ltions,H. L. While and J. P. Layer proposed the "Ring Compression Theory" forthe design of buried llexible pipes. This theory assllmed thal the backlillwas highly compacted. that dellection would be negligible, and that theperformance limit was wall crushing. The design c01H.:epl is expressed by:

Where: a = Compressive Stress, psic

Py

= Vertical soil pressure on the crown of the

conduit, psiD = pipc diameter, in.A = Cross-sectional area of conduit wall per unit

length, Unit length x t, in"t = Wall t11ickness, in.

Ph = 1.15yz3.8(200) = 79.34 psi = 11,425 psf

H = P/w = 11,425/120 = 95.2 feet

H:\.i"\DilOOK OF PVC PIPE

•

HANDBOOK or: pvc 1'l1'E

strain limit is typically determined through uniaxial tensile creep testing.Strain iimit design involves tile effort to prevent strain in the wall of

buri~d pipe which exceeds the defined critical strain limit. This designmethod is invalid for design of buried PVC water and sewer pipe systems.Tests conducted on PVC pipe demonstrate no significant variation in impact strength. long-term hydrostatic strength. cyclical pressure resistance,and pipe stiffness after the pipe was subjected to stmins in excess of de

fined critical strain limits,Research on strain limit design for buried non-pressure PVC pipe

(e.g.. PVC sewer pipe) has demonstrated that:u ThL' llni~lxial tensile creep tests upon \vhich strain limits su~gL'sted

in the: past have beCll based. bear link rdl'vancc to tilt: nc;\llr~ll

slrcs~ relaxation condition encotillterL'd by burk'd nun-pressurL'

I)llk'.J)cJlL'(liol1 limits which would rt.'blL' to str~lill limits dcterrllilll'dt\lroU~~1l more applk~lhk L'otlstanl str;lin ksb would far L'xcced

current indtl:-.lry aCL'l..'plt.'d kvds of perlllissibk ddkctioJl.

CHAPTER V - DESIGN

Note: Equations 40, 41, and 42 have been eliminated in revision toHandbook First Edition, Third Printing.

LONGITUDI1\AL BENDINGThe response of PVC pipe to longitudinal bending is considered a

significant aclv;.mtage of PVC pipe in buried ;Ipplic<ltions. Longitudinalbending may be clone deliberately in PVC pipe instal1:.Jtions to makL.. changesin alignment to ;l\·'oid obstructions. or it m:1Y also occur in rL"SpOIlSe (0

various ullplannt.'d L"olHlitiollS or unforescen changes in conditions in the

pipc soil systclll stich as:

- Differential settkllH.:nt of a !1l~lllllOk valve, or structun: to whichthe pipe is rig.idly connected.

- Uneven sctUelllent of tile pipe bedding.- Ground movement associated with tidal orground water conditions.- Erosion of bedding or foundation material clue to pipeline leakage.- Seasonal variation in soil conditions due to changes in moisture

content (limited to expansive or organic soils).

- Improper installation procedures, c. g., non-uniform foundation,unstable bedding, inadequate embedment consolidation.

Through longitudinal bending, PVC pipe provides the ability to

deform or bend and move away from external pressure concentrations.The lise of flexible joints also enhances a pipe's ability to yield to these

forces, thereby reducing risk of damage or failure. Good engineering designand proper installation will eliminate longitudinal bending of PVC pipe

from being a critical design consideration.Allowable Longitudinal Bending. When installing PVC pipe, some

changes in direction may be necessalY which can be accomplished without

the use of elbows, sweeps, or other direction-change fittings. Controlledlongitudinal bending within acceptable limits can be properly accommodated by PVC pipe. Longitudinal bending of the product is accommodated

through a combination of joint deflection and axial flexure of the pipe.

TABLE 29

GL\J'TER .- DESIG~~

EQUATION 44

800 psi ( 5,5eMPa)

1000 psi ( 6,89 MPa)

2000 psi (13,79 MPa)=

167

M = Solc

= bending moment, in, Ibs,= allowable bending stress, psi

= OD /2 = distance from extreme fiber to nelltwl axis, in,

Where: M

SbC

Prcssure Class Pipe = [4000 _ 4000]!.J! =:2 2.5

f ' 1400 4000] 1.0Pressure Rated 'Ij)e = . 0 - "'2 2,0 =

Non-Pressure Pi pc = [4000 - a ] ~:~

ALLOWABLE BENDING STRESSES AT 73.4 F

Note: D1/Jert"!1cc be/wee/1 allowable bending stresses [or Pressure Class Gild l'rcswrc

Rated Pipe !cfatcs fo difference itt selectcd factors alsafcty.

T = temperatme rating factor (see Chapter V _ Hydro-static Pressure Capacity vs. Operating Temperature)

St = HDB/2 = tensile stress from longitUdinal thrust,psi

Note: The longitudinal stress from thermal expansion and contraction can be ignored in buried gasketed joint piping because ofrelaxation of the soil restraint over the length between joints.Longitudinal thermal stresses should be considered in restrainedpipes such as lines with solvent cemented joints and restrained andsupported piping, (See Chapter V - Allowance for ThermalExpansion and Contraction),

Using Equation 43, the maximum allowable bending stresses (Sb) forpipes made or PVC 1120 pipe at 73,4 F (23 C) arc given in Table 29.

The mathematical relationship between stress and moment inducedby longitudinal bending of pipes is:

166

EQUATlON 43

TSb = (HDB - StlT

H/\....t\DUOOK OF .PVC PIPE

Where: HBD = hydrostatic design basis of PVC pipe, psi (4,000 forPVC 1120)

F = safety factor (2,0 for pressure rated pipe, 2,5 forpressure class pipe, and 2.0 is suggested for 110n

pressure pipe)

Permissable joint deflection may be significant when g:1sketed jointswhich are designed for that purpose are provided on the PVC pipe Solventcement joints provide no llexibility, Depending upon pipe size and jointdesign, the deflection per joint for gasketed PVC pipe joints in the unstressed condition varies from about one-third degree to 5 degrees, Jointdetlection limits should be obtained from the manufacturer for unstressedjoints and for joints which are stressed to the permissible amount withoutleakage.

Mathematical relationships for the longitudinal bending of pressurized tubes have been derived by Reissner. These relationships comparefavorably to those of Timoshenko and others, One critical limit to bendingof PVC pipe is long-term nexural stress. However l axial hendll1g causes avery smal1 amount of ovalization or diametric deflection of the pipe.

PVC 11 eO pipe has short-term strengths on ,000 to 8,000 psi (48 ,e6to 55,16 MPa) in tension and 11,000 to 15,000 psi (75,84 to 103,42 MPa)in llexure. The long-term strength of PVC 11 ~O pipe in eithl:r tClIsion,compression, or flexure can conservatively he assumed :IS l.:qual to thehydrostatic design basis (I!I)B) 01' 4,000 psi <:7.58 ~IPal. Applying a e: I

safety fador results in an allowable long-tnll1 tensilt: or l"JcxlIr:d stress equalto the recommended hydrostatic d"si~n stress (S) e,OOO psi (13,7') Ml'a)for PVC 1120 pipe at 73,4 10 (23 C), Tilis e,OOO psi (13,79 ~ll'a) allowablelong-term nexlIral stress TllJy be llsed for gaskcted joint pipe which is frL'cof longitudinal stress from internal pressure longitudinal thrust. llowever,when the joints arc restrained such as in solvent cementing without snakingthe pipe in the trench. the end thrust from internal pressure imposes alongitudinal tensile stress equal to one-half of the hoop stress, Thcrcl'ore,the available conscrvativc tensile stress for bending is 2,000 - (e,000/2) =1,000 psi (6,89 MPa),

From this rationale the equation I'or allowable bending stress (Sb) is:

EQUATION 46

HANDBOOK OF pvC niL

Combining Equations 44 and 46 gives:

Assuming that during illst~llJatian the pipt: is kmporarily fixed at oneend and ~Jcts as a c:Intikvcrt:J beam, Iht:n the lateral force n:quirt.'t.I at tilt'

free end to :Ichicvt: the affset (A) Illay be determined by tht: equation:

EQUATION 49

EQUATION 50

a = {3/2, degrees

Longitudinal bending of PVC pipe without allowance far joint defiection should not exceed limits given in Tables 30 tllrough 33. In the

tables, limits of longitudinal bending are expressed for appropriate pipelengths as follows:

- Maximum bend allowable defined in terms of minimum bendingradius, (R

b)

- Maximum pipe end offset from the tangent to the circle (A)

- Angle of longitudinal deflection from a circular tangent by pIpebending (a)

- Lateral offset force to effect bending (P).

The mathematical relationship between the bending deflection angleCal, the offset (A), the lateral offset force CP), and the minimum bending

169

Where: L =:; pipe length, in.

A = offset at the end of the pipe from the tangent tothe circle =

EQUATION 51

P = 3EIAL3

Wilere: P ~ lateral offset force, Ibs

E ~ modulus of tensile elasticity, psi

I = moment of inertia, in."A = offset at free end, in.

L = pipe length. in.

CIL\FTER V - OtSlG:~

A = 2Rb

(sin {3/2)2 = 2Rb

(sin a)2

168

EQUATION 48

~ ~ 360 L ~ 57.30 L27TR

bRb

average outside diameter, in.average inside diameter. in.aD - 2t nom., where:t

nom. == t

min. + 6% tmin. =:; nominal wall thickness,

in.t. =:; minimum wall thickness, in.

mm.

Land Rb

are both in the same units, and the angle of

lateral deflection (a) of the curved pipe from a tangent

to the circle is:

EQUATION 45

~ ~~ (OD4 _ D;4) ~ 0.049087 (OD4

- D;4)

:= moment of inertia, in4

EI .- In.Rb ~ M'

"EQUATION 47

R ~ EODb 2 S

b

I

Where:

Where: OD ~

D. ~,

The central angle (JJ) subtended by the length of pipe is:

Assuming that the bent length or pipe conforms to:.J circular arc afterbackfilling and inSlJlIation. the minimum radius of tilt: bt:nding circle (R b )

can be found by Tirnoshenko's equation:

tj IJo gs

~....,g~C\oC\

N i...J t.J ~

Vl:t:38

I..) _1

10 W",en'"W..JOo. CO QO 0-.0

W tJ W bVJ~~2S

t-J t-":'

b ;:;

v.w w

NW'o.t:.--.l a '...J ...,..

J"-V10\DVlt...JO ....'tv bov,t.J

g;g;g

TAIlLE 31ALLOWABLE LONGITUDINAL BENDING

FOR PRESSURE RATED PIPE (A51M D2241,SDR.PR)IN 20 FOOT LENGTHS

(Cell Classific:1tion 12454B, PVC 1120.Sb :: 1000 psi. E= 400.000 psi

NominJI Size, Ill.

SOR 2100, Ill.

t ncm ' in.

Dpin.

I, in:'M. in.lbs.

Rb , in. (min)

Rb • ft. (min)

(3 ucgrccs

ur.kgrccs

A,ill.

P,lbs.[brio RbfOD

SDR 26OD,in.

t nom ' in.

O;,ln.

1,11l4.

M. in.lbs.

Rb , in. (Illin)

Rh, ft. (mill)

(1 degrees

Cl dCl',ll:CS

A,ill.

P,lll\,ItHin Rl/OD

a.H'W

0,064

0.712

0.012

28171

14.3

80.0

40.0

141

I100

1.050

0.067

0,916

O.O~5

46217

IB.1

6·1.0

32.0

[ 22

I200

1.050

0.064

0.922

0,02·\

44

21H

[8.2

(d.D

.12.0

122

zoo

IV:

l.'){){)

0.0:15

1.710

lU2U

230

3:~U

J 1.9

.'16.0

I~.O

73

200

I,YOO

0.077

1.746

O.PU1\)2

JKI.lUIJ(d)

]1'10

73

2

200,0

2

~J75

0.12:0

~.lJ5

051~

-156

-175

J'r6

~"'()

1·10

56

3.::'00

2..3i5

0.096

2.1 S3l}t,\ 7

3'1,7

~K ()

l'I.U

St,

o I·IS

12 U

0.117

26-1.1

575

>1, ,'I

~l (J

1'1)

3

._ I·lt>

~ ~ <;'\

,.It,D

lu tl

Iv

_'5\'i.1

lU4:

32l-l

.::' 1~.s

,~16

4

15()il

0.::'.::'7

·lO,11l

.UUU

900

75.0

7,b

31

20.::'00

';.500

OJ 83

-l,D-l

.::' .57,1

')tlD

750

I".'

6

0.335

5.955

3~JH

\),910

I.J~S

IlO.O

lOA

5,2

22

60200

6.625

0.270

6085.::'1~(,

K,~ ~x

1,325

110.0

10,.1

(,0

s

~.625

0.435

7.755().I. I I

21,lL!2

1,725

144.0

S.o

4.0

17

140

200

8.625

0.352

7.921

7S.42

18,184

1,725

[·";,0

8.0-l.U

17

120

20()

10

10.750

0.5·12(].660

};;KI

42,436

2,150

179.0

6,.1

3,2

13

260

200

10.7500.-1]8

9.874lSS,()

35,1,1.1

2,150

179.0

6 ..1

J~~

13

220

20U

12

11.75U

O.M211,.166

·1'18.1'\

7U,'!OO

2,550

213.0

5.'12.7

II

430200

12.75(,

0.519

11.712

373.658,602

2,550

213.0

SA2,7

II

36()

200

~ I ! I

o

CH..\.!"TER V - OESIG;.;

TABLE 32

ALLOWABLE LONGITUDINAL BENDL"JG FOR DR35 SEWER PIPEIN 12,5 and 20 FOOT LENGTHS

(Cell Classification 12454, Sb =2000 psi, E =400,000 psi)

Nominal Size, In. 4 I 6 8 10 12 IS

12.5' lengths00, in, 4.215 6.275 8.400 10,500 12,500 15.300tnorn ' lD. 0,133 0,191 0.254 0.318 0.382 0.463Di , in.

3.9491 5.893 7.892 9,864 11.736 14.374

I, in43.555, !6.91 53.97 132.0 I 267.2 594,4

M. ill. Ii);, /3,371I

1155.3%I IU,776 25,700 50,284 I 85,504Rb ,lIl.(nlllll 422 i 621) 84U 1,05U 1.250 1,530Rb , ft. (!llllll 35.2

152.3 70.0 87.5 104.0 128.0

~ ucgrc(':, 2004 I !3.6 10.2 8.2 6.8 5.6a J('grl'l'~ 10.2

I6.g 5,1 4.1 ]A 2.8

A.in. 27 18 13 II 9 7P, ih" 40 110 250 520 860 1ABOR:lIIO Rb/OD 100 I 100 IOU too IOU IOU

20' length:.; i00. ill. 4.2151 6.275 8AOU 10.5UO 12.500 15.300it nom' ill. Q,133! 0.191 0.254 0.318 0.382 0.463Di·lI1· 3.949

15.093 7.892 9.864 11.736 14.374

I. in:' 3.5551 16.91 53.97 132.0 267.2 594.4M, in.lbs. 3.372 I 10.776 25,700 50.204 85,504 155,396Rb • in. (Illlll} 422 628 840 1,050 1,250 1,530Rb , ft. (ll1ill) 35.2 52.3 70.0 87.5 104,0 128.0

f3 degrees 32.0 22.0 16.4 13.0 11.0 9,0a degrees 16,0 11.0 8.2 6,5 5.5 4.5A,in. 64 46 34 27 23 19P, ibs. 20 70 160 310 540 980ROlio Rb/OD 100 100 100 100 100 100

SOURCE' "'''''''v, ~~ .. ~_ .. ___ "

0000ff', ,..,

° "'j- I"00 ...-i""; I"j~ ~ -_ 'n 1;'1

t;;1J' ri~

~ ::. ~.' .-!v, _ r, '"",=,-.-·t ? ,~', ;::; ~ ~.';;

o ~ 00~ - -r; <'f. :::; C':('10 _ ~

o'0

o _ 00.,.., \t". --rr; ''1 ~ "'1 C; ""1", I"!000""'..,.0"'':;;<'""l,...-.,00

'n I"- <I) r- - :.0 :;:)~ - - _ r·,eO I"i

",.., - ("'",

1"1 :.0 ~ ::(l~ r! q -: q q c;00 ° 00 ..,. 1"1 .,.., ~ 00 ~ ~ :;:) 0

·..ooorl<T - 0 .;::l00. 1'-. - - "~ -

" .= ,..,.,r, _ :::- :;;:;~,_,r, c-rr,..:;, ::: :; ~: S; ~; ~ ~ or. ;: ,7 ;:'

r--. ,~. _ r',o _

~. :; '.I: or.::> -r :::. ".

0,~, _ ~, r o ~,

"'T 6 ·f -, ':" ,~; 'r, ;;, i, -- ::. " -

<'6i

i

"'

~

r<

"

~

;,;1

~I

r<

I~

I I I;I,<<,,

H g- - ".;.~§~~ Q~

.0 .......... <.> OJ .ll II

g~ §,5._~5 i . .5:0 ~:o t ~ .s. g. ~~o ....-0 ...:::2: a: a: <:::l.. Ij « c.. ::::;;;

~ I I I~ I.~

•o23""

if-~~ g- ~::::: n

~:ii. ~;::'- .:;:

"0 z;:; §~eJ ;.:,,; ,..,::l '::::::::'</1

·2 ~;:~~g ~:? ~ U).ll 1_+

1_

u 5:30 I II :::: .... :::':

.... ~~g ~M 0;;<\.1..>

~ ~3g ~ I I I;.! =;;~:;;Ilr: 3:5 ;:;

S~

~~

EA:·1DnOOK OF PVC PIPE

EQUATION S2

L - Rb 7T- - a

90

EQUATION 55

c ~ 2Rb

sin ~/2

EQUATION 53

d .~ Rb

cos p/2

(EQUATION 48)

180L~ ~ -

1iRb

EQUATION 54

Y ~ Rb

- d

(EQUATION 50)

A ~ 2R b (sin P/2)2 ~ c sin p/2

CALCULATIONS MADE AT 73.4 F (23 C)

- DF:S1C>;

FIGURE 23 - PVC PIPE ALLOWABLE BEND

175

I OD P, ~ I I,Di/,_~ I

t ------. - I ---- - - - r s -;- in,f------- __ - 0 0 ,

j. _ a "M

--... ~X ~.~ ,:}- -...........:: I' ~! _--...1 --.........- _, '-.. ': P A

R --......... - "/ Ih r------ c --- - '::>' ,,' If j ---.~ ~_-L

'------fIJ .(EQUATION 49) ~.

a ~ ~/2 /

radius (R b ) are defined in I 23. Longitudinal bending limits given in

30 through 33 are calculated without allowance for joint deflectionand without consideration of the stresses irnpuseu upon the joint. Because

of the characteristics of a particular joint design, it is possible that a manu

facturer's recommended bending radius may be greater or l:::sser than thosetabulated. Several manufacturers currently recommend a bending radius

for pressure rated pipe and non-pressure rated pipe of abollt Rb~ 300 D to

avoid joint leakage from stressing and distortion of the bell joint.

174

TABLE 33

ALLOWABLE LONGiTUDINAL BENDING FOR DR 35 SEWER PIPEIN 12.5 AND 20 FOOT LENGTHS

(Cell Classification 13364 with E ~ 500,000 psi and

consen'atively assuming Sb ;:::;:;: 1,600 psi, since no RHDS is available,

but short term tensile strength is about 15% lower than

Cell Classification 12454)

~OVRC(;: l':T .. VI.. COflPO'l

E\~<Dg()OK01; PVC PIPE

Nominal Sizc~in. 4 6 8 10 12 15

12.5' lengths00. in. 4.215 6.275 8AOO 10,500 12.500 15,)00

t nom ' in. 0.133 0.19\ 0.25·\ (! "i 8 ' 0.332, 0.463

9:~64l IDj,in. 3.').l9 5.843 7.392 Il.i36 1·\,374

L 1ll.4 3555 16.91 53.97 132.u I 267.2 59·1.4

M. ill.lll:-. 2.69H B,62\ 20,56(1 4U,227 6:-i.4U3 124,317

RlI

, It). (llUIl) 659 9So 1.31; 1.(l41 1.95.3 2,391

Rb

, flo (llllll) $·\.9 ~ 1.6 IO'J.U 137 -11 1(,3.0 199.tl

~ dl·!Ht.'t,.'~ 13.0 H.l:i 6.(, 5.2 4.·1 3.6

(L dq!rt:c~ (l.5 ·i,.l 3.3 2.& ' , !,n

A,ill. 17 12 9 7 (, ;

P,II". :10 IO{l 22u -l2(l 72u 1,330

Ralio Rb/OD 156 156 156 156 156 156

:;0' lengths00, in. 4.215 6.275 SAoO 10.500 12.500 15.300

tnom ' in. 0.133 0.191 0.254 0.3\8 0.302 OA63

OJ,ln. 3.949 5.893 7.892 9.86·1 11.7 36 14.374

L ill.4 3555 16.91 53.97 132.0 267.2 594.4

M, ill.lbs. 2,698 8.621 20,560 40,227 68":03 12UI7

Rb

, in. (min) 659 980 1.313 1,641 1.953 2.391

IRb, ft. (mill) 54.9 8t.6 109.0 137.0 163.0 199.0

~ degrees 20.8 1·1.0 IDA 8A 7.0 5.8

a degrees lOA 7.0 5.2 4.2 3.5 2.9

A, in. 43 29 22 18 15 12

P,lbs. 20 60 130 260 HO 780

Ratio Rb/OD 156 156 156 156 156 156

._...

Load appJjcation at 73.4 F (23 C) required to efrect maximum allow

able longitudinal bending in PVC pipe is given in Tab!cs 30 through 33. Itmust be emphasized that longitudinal bending of PVC pipe effected through

mechanical means must be considered bad practice and cannot be recom

mended.

176 177

E = Sb IE = OD/2Rb

EQUATION 61

- Rcsuh:lllt toral oJ'C"el Cor till' pipeline OVL'I" ~~ pipe kngths:

A - '(). 'S"I '(' ,-°)1 '(' 'S"PI' 'S"jx - - (SI1l -.~ •. Sill _ X _ . .:-. •. SUI,) X _.. • .\I!I ' X _ ..

= 2010.0431>'" 0.OB72 ... 0.1 305 .. 0.17 .1(,j

= 2010.-1340)

= 8.7 kd

When desired change of direction in a PVC pipeline exceeds the per

missible bending deflection angle (a) for a given length of pipe. the longitu

dinal bending required should be distributed through a number of pipe

lengths. (See Figure 24 - iVlultiple Pipe Bending.) Calcubtion of requireddistribution of longirudinaI bending in PVC pipe is demonstrated in the

following example.

Example:

- Pipeline using AWWA C900 8" PVC DR 18 pipe in 20 ft.lengths- Desired change of direction is 10°

- End deflection of one 20 ft. length

CHAPTER V -~ DESIG~~

See Figure 23 ~Illd Table 30a::: 3.0

0pL'r pip... length. maximum end ddlccrion

Rb

= 2.263 in. or 180 ft.

:.4 each S" x ~O' knglhs ~lt 2.5 0 arc l'I:quircd

C '" 20 n.

Performance Limits in Longitudinal Uencling. The pcrfornLlllce limits

for permanent longitudinal bending in a buriL'd PVC pipe application must

not be confused with the coiling limits cstablished for temporary coiled

storage where the bending stress approaches the short term tensile stress.

(See Table 34 - Longitudinal Bending Stress and Strain.) Coiling of unplas

!idzed PVC pipe is not a common practice, but may be permissible for small

diameters where the minimum bending radius ratio (Rb/OD) is not less

than 25 and tile bending strain (E) is not greater than 0.020 inches per inch.Bending Srrain. Longitudinal bending strain (E ) and longitudinal

bending stress (Sb) for PVC pipe at c1ifferent c1egrees of axial tlexure are

tabulated in Table 34 from the equation:

sin ned

EQUXfIO:-I59

EQU,\TIO:-l 60

A, = Csina

EQUATION 58

EQUATION 57

EQUATION 56

C(sin (L + SII1 2a + sin 3a)

C(si,1CL + sin 2a" ...

A2

= C(sina + sli] 2al

A3

An

/

" """

At; ::: C(SiOCL + sin 2a + sin 3a + SIlJ 4a)

I~

,\1 ,'\c.

\I ,()..

__1__ ..\-

A, \1\I ,"'..v1 ,

_____ 1 ,'Y'A,- --,

\ ,

c

,I1-- -1I111

I,,,I

1

,II

I\ClaIIIJ-A--,

I 1]\I 'I1 , \ \c.1 II 1 \ 0-J ,\

I _1_.1._

:- A, \I \,1

I1<

FIGURE 24 - MULTIPLE PIPE BENDING

HAI-;J)BOOK OF PVC PiPE

178

il,',.I<PHOOK OF l>VC l';i'L

o 4__m_

R2 t 2

12 (1_v2 ) PDm

3

8 Et3

EQUATION 66

EQUATION 6S

:; -'!.- f 18 (1 _V2))

16 l 12 + 4>'

179

~ [18 (1 _6382)] ~

16 12 + 4>' g2 t 2

1 [18 ] (15.3 -0.463)4- - x 0.855616 12 (1530)2 (0.463)2

>. ~

=

CH.·\fTER V - DESIGN

=

= 0.00775

0.080212 (48,460)= 2,340,200 (0.214369)

(A, a2)

(A j a2 )

Where: Om = mean pipe diameter, in.v = Poisson's Ratio (0.38 for PVC)P = internal pipe pressun:, psigE = modulus of elasticity, psit = pipe thickness in (use t = 1.06 x t),. nom.R = bending radius of pipe, in.

with>' and (A, aZ ) defined as:

Since P = 0, >. = 0 for sewer pipe and:

Example: Calculate the percent ring deflection which results from

bending a 15" DR 35 PVC sewer pipe with a 400,000 psi modulus of

elasticity to a minimum bending r"dius of 100 times the pipe diameter,as shown in Table 32.

Bending Stress,Sb (psi)

8,0004,0002,0001,6001,000

800667400

or

Bending Strain.E (in!in)

0.0200O.OJQO0.00500.00320.00250.00200.00170.0010

EQUATION 62

Deflection =/5 =-"o

ElasticModulus, E (psi)

400,000400 .000400.000500.000400,000400.000400,000400,000

EQUATION 63

% Dellection = 100/5 = I00 ~

EQUATION 64

\Vherc: D. = the reduction in diameter. in.0= diameter, in.

_ LI _ 2) [2 71 + 4>' 2 ]8 - D - - (A, a '3 + 135 + 9>' (A, a )

Bending R2diusRatio, Rb!OD

2550

lOa15620025Q300500

LONGITUDINAL BENDING STRESS AND STRAIN IN PVC PIPE

TABLE 3~'r

The mathematical relationships for thin pressurized tubes between

ring del1ection and axial bending have been derived by E. Reissncr as follows:

Bending Ol'a!i:a!io!l (dia!ilL'[ric or ring dc/h'uiul/J. As ~l thin tube isbent longituJl!1:J.lly, it will OV:J.!ize into an :lppro\!Ill:lrdy' ellipric~d shape.Th'LS efft:ct lus been ignored as insignificallt in previous L:akulations 011longitlldin:.Ii b::nding. Ring dL:rJection is uSLl~dly L:xpressl.'d ~IS.

Ji;L;Ckt0W:""Z. ,,; ,hGW,"

From an analysis of the above examples it is obvious that at the

Ii<! to 2 (0.46 to 0.61)I to Ii<! (0.30 to 0.46)i<!tol (0.15to0.30)

Support Distance from Joint, ft. (01)

(1 _V2 )O 4= _ m

16 R2 t 2

EQUATlON 67

2- 3" (A, (t2)

32

any number

Supports per Length

L:.

OmIi =

12i<! (3.8)12i<! (3.8)20 (6.1)

Pipe Length. ft. (01)

TABLE 35 - PYC PIPE SUPPORT SPACING AT JOINTS

SUPPORT SI',\('INC

PVC pipe. When installed without uniform long.ituJina! support asprovided in :l properly bedded underground applic;ltioll. rL'quires supports

with proper spacing. 111 v;lriolls above-ground applications. PVC pipe is

suspended on "hangers" or "brackets". Proper bearing. and sp:.IL'ing of' pipe

supports in such an appliL'ation is required to prevent excessin: stress con

centration due to load bcuring. to prevent excessive bending stress. ~l!ld to

limit pipe displacement or "sag" between supports to acceptable tolerances.

Recommended support spacing or length of pipe spanning between sup

ports for PVC pipe in above-ground applications is shown in Table 36.

In common practice, a support is securee! to the PVC pipe on both

sides of pipe joints with interval between support and joint not exceeding

limits shown in Table 35.

recommended maximum bending (minimum bending radius) for 41r to 15"

PVC pressure pipes and non-pressure pipes, a close approximation of de

can be calwlated from the equation:

GU,-FTER V - DESIGN

Also obvious from the examples is that the amount of deflection

resulting from bending is negligible in the case of pn:ssure pipes, and the

amount has ,'cry little signifk~lI1ct.: in th~ case of llOll-pressur'': pipt.'s. G;:J1erally, at bending r3dii of 300 times the diameter, the percent diametric

ring dcflt::ction from bending will be less than O.O[{; for ~dl PVC pipes

marketed [Quay' in North AmeriL'a.

Pipe supports should provide a smooth bearing surface conforming

Closely to the bottom half of the pipe. Bearing surface in contact with the

x 0.0000181-O.000018r(.~)+ ~I + 4(O.~81)t\~ b5 + 9(0.)81)

-0.000018 t; + 0.0000091

0.0000 I0

I r IS(I-v2 ) ](4.000-0.364)'1

16 ll2 + 4 (0.501) (3.300)2 (0.3M)2

I r IS x 0.05561 387.227516 1.12 + 2.324 (IO,S90.000)(0.1325)

= -0.001%

= -0.000012

0.5%

~ ~

O 0_. I 2 ( 71 + 0 ) 0 00 .1

-. 07/)l3 +\135 + 0 I.. 77)1-0.00775 [0.667 + 0.004] = -0.005

=

=

=

=

=

=

=

Ii

12 (I _ 0]"8 2 ) 100 H.SOO - 0.3(4)3

A = S (400,000) (0.364)3

1200 (O.S556) (S7.2 9 2) = O,SI3,200,000 (O.o-rS23) ..

Ii

f.)c 0

(Al

(t'l

Example: Calculate the percent ring deflection after pressurization

to 100 psi which results from bending a 4" DR 14 PVC pressure pipe to a

minimum bc'ncling radius of 250 times the diameter. as shown in Table 30.

\\A;mnOi)i~UF PVC PIPE

180

H..\:NDBOOK OF pVC PIPE

EQUATION 68

EQUATION 71

0.0065 wL4= -

EI

Yz

Y3

183

Y4

EQUATfONn

0.01135 (3.5002 _ 0;2)

= Average outside diameter, in.

= Average inside diameter, in.

= l\.loment of inertia, in4

w

(EQUATfON 45)

7T(004 - O~) = 0.049087 (004 _ 0;4)64

00

0;I

I

Where:

CHA.PTER V - DESIGN'

Three supports per continuous length of pipe - (two span)

EQUATION 69

= 0.0054 wL4

EI

Four supports per continuous length of pipe - (three span)

EQUATION 70

= 0.0069 wi 4

EI

Five or more supports per continuous length of pipe (11 span)

WllerL': y .:;: i\fid-span vcrti<.:~d displacelllent (sag), ill.L = Support spacing or span length. ill.

E = Modulus orelaS1icity. psi[ = Momen( of inertia. ill4

w = Weight of pipe filled with water. Ibs/Lin.

Moment of inertia for pipe is calculated as rollows:

Weight of PVC pipe filled with water is calculated as follows:

Support Spacing, ft. (Ill)

'~.S (O}())

2.5 (O.7bl

3.0 (0.<>1)

,15 (1.371

,\.5 (1..17)45 (1..1715.0 (1.52)6.0 (Ui3)(,.5 (1.98)

7.5 12.29)8.0 (2.44)8.0 (2.44)8.5 (2.59)

182

0.0130 wL4

EIY,

v'~,

IVI1y,2:<468

\01215

Nominal Pipe Size;,;

Sore: Recommendations OTC COI/SCTmlil'C /0 accommodalc IIl/knoWIi l'aT/ables possible il1 jmlusrrialor plumbillg pipil1,~ applica(iollS. Sec Appendix 3 for specific rccommcndar;olls applicable to wafer

alld sewer pip/lit: systems.

pipe should be at least 2 inches (50 mm) wide. Supports shouid permit

longitudinal pipe movement in expansion and contraction without abrasion,cutting, or restriction. Supports should be mounted rigidly to preventlateral or vertical pipe movement perpendicular to the longitudinal axis

in response to thrust from internal pressure. Changts in pipe line size and

direction should be adequately anchored.Support spacing recommendations shown in Table 36 are based on

the following design limitations:I. Pipe "ertical displacement (sag) should not exceed 0.2% of span

lenglh.2. Pipe bending stress should not exceed vnlues defmed in Table 29.3. S3fety' factor of 2.0 is llsL'd in c~llClllation of PVC pipe support

ft:qulrements,TABLE 36 _ GENERAL RECO~lMEN[)ED SUPPORT SPACING

FOR SUSPENDED HORIZONTAL PYC PIPE

PVC pipe conveying fluids while suspended in horizontal configura

tion by rigid supports displays response to load which conforms to designtheory for suspended beams. Maximum span vertical displacement (sag)

may be calculated as follows:Two supports per continuous length of pipe - (one span)

184

EQUATION i3

lo\\'~

0.36O.{)6

OJ)()

om0016O.OiomO.OS0.04OoOi0.12

!':'p:llISiUll In/iOO rt.lHH"

{herm:!! L'xp:lllsio!l ror diCJ'crl'llt pipL'

.1,0 X 1()"5

~q) , Ilr'5.5 X 10',$

4.5 X 10-6

1.3 X 10.5

5.0 X 10.6

(1.2 X 10-6

6.5, 10°63A X 10-6

5.5, 10°69.Sx 10.6

(ol·rriril'nl illiin/-FPiping ,\lall'rial

PVCpr~

AilSASBESTOS CE1\IENTALUMINU,ICAST IRONOUCTI LE IRONSTEELCL,\YCONCRETECOPPER

TABLE 37 000 COEFFICIENTS OF T11E101AL EXPANSION

CIL;F'TER \- - DLSj(;~

Where: Sb ::::: Bt:'nding stress, psiw ~ Load.lb/Lin.L = Support spacing or span length, in.

00 = Average outside diameter, in,

OJ = Average inside diameter, ill.

EXPANSION AND CONTRACTIONAll pipe products expand and contract with changes in tempanturc.

Linear expansion anci contraction of any pipe on the longitudinal axisrelates to the cOefficient or thermal expansion for the specific materialused in the manufacture of the product. Variation in pipe length due tothermal exp:1/lsion or cOlltr:lctiol1 i.h:pL'nds on thL' cod'neit'llt of [h~f1llal

expansion ~lI1d tlh:variatioll ill tl.'mpt,.T:duft: {LlTl. 11 should bl' lluti.:d thatchange in pipl' dl:lmdl'r or wall tlJieknt,.'ss with pipl' material propcrtil.'s

remaining const:llll dot,.'s not l'rtl.'ct ;1 L'!lan1:!.L' in r:IIL'S or ihL'rm:ll L'xP::I.llSiOll

or contraction.Approxilll:!tl' COL'rnCiL'nls or

materials art' \Hl'St,.'lItl'd in Tabk 37.

185

Expansion and contraction of PVC pipe in response to chang.e intemperature will vary slightly with changes in PVC compounds. However,the coefficients defined in Table 37 can be considered reasonably accurate.

Table 38 displays Iypical length variation of PVC pipe' due to thermalexpansion anel contraction. (See Figure 25 - Thermal Expansion of PVCPipe.) PVC pipe length variation due to temperature change is showngraphically in Figure 25.

MOD

21

M ~ wL2

8

5 ~b

EQUATION is

1.273 wL2 OD

OD4 _ D 4,

EQUATION i4

Weight of pipe filled with Wetter. Its/Lin.

5 ~b

:::; Iklldil1~ lllOlllCll1, ill, lh.= i\lolllL'nt (JI" illLTlb, Ill,l (Sl't,.' Lqtl~ltioll ~~~)

:;:; ;\vcragt,.' outsit!t,.' diameter, in.

;::;; Bcnding. slrcss, psi

Where: w

Normally, specific gravity of se\\:lee can be "ssumeo to be 1.0.If higher specific gravities are anticipated, equation 72 shouldbe factored by the specific fluid $p~cific gr~1\'iry.

SG pve ~ lAO

SGll 0 ~ 1.002

00 = Average outside di:wleter. in.

01 = Average inside diameter, in.

Note: Derivation of Equation 72 is bas~d on the foHowingspecific gravities:

WhL'rl.... : M

IOD

5"

Where. M = Bending moment. in, Ib,

w ~ Load.lb/Lin.L ;::;; Support spacing or span length, in.

Note: Equation 74 derives moment for an enJ-supported silllplebeam \vith single spall.

,\laXillllllll bending strL'SS in the pil)'" \\':tll nw)- be- L':dcublL'd as 1'01-

lL-\:\;:)i;OOt~ OF I've Pll'E

I-1Ai'l.iDBOOK OF PVC PIPE

PVC PIPE LENGTH VARIATION DUE TO TE~IPERA.TURE CHANGE

FIGURE 25

0.072 (1.83)0.047 (1.l9)0.Q45 (1.l4)0.036 (0.91)

LENGTH CI-IA.NGE, in. (mm)

20 (6.1)13 (4.0)12.5 (3.8)10 (3.0)

PIPE LENGTH. ft. (m)

;~ ';

CHAPTER V - DESIGN

A good rul~ of thumb in design of PVC piping systems is to allow 1/3inch (8 mm) of length vuiation for every 100 feet (30 meters) of pipe foreach 10 f' (5.6 C) change in temperature.

AlhHV:lllce for Thermal Exp:lIlsioll :lIld Contr:lction. PVC pipe withgasketcu joints. if properly instalku (i.e., with pipe spigot ill$erted into belljoints up to manuLh:tufL'r's inscrtion mark), will accolllJ1lodak sllbs{;lIlti:JltherJ1l:1! cxpansion :lIld cOlltractioll. If gasketL'd joints are uSL'd, within theacccptl'd r;nlg.e of operating teJ1lpCr;lttlr~S for PVC pipe. thermal expansionamI contraction is not :1 signiriC:lnt faelor in system deSign. (Sec ChapterIII TI,,:rl11,,1 Ukcts.)

Wilen PVC pipl' with solvent cemented joints is used. thcrlll;ll movement cannot hL' accommodated in thL' pipt.: joints: consequently the folJow~

ing consilkrations art.: required in the install:llion of the product:,Ymall Diameter Pi/J('s n~ incll to 2.~~ incll 1lomina! diameter). Wht.:n

instalJation kmpl'raturc is subst~llltially lower than opcr:lting tL'mp~rature

the pipl' should if possible be installed with straight alignment and broughtup to oper3ting temp~rature, after joints ;jfe properly cured. but beforebackfilling. This procedure wm permit expansion of the pipe to be accommodated by "snaking" action. When installation temperature is substantiallyabove operating temperature, tbe pipe sbould be installed by "snaking" inthe trench.

Large Diameter Pipes (} inch ami larger nominal diameler). Pipeshould be installed in str:Jlght :J.J.ignment. Before backfill to the extent thaIrestricts longitudinal movement~ the product temperature should be 3d~

justed to within 15 F (8 C) of operating temperature, jf possible. Stressesinduced in the product due to thermal expansion or contraction for a temperature vari:Hion of 15 F (8 C) may be considered acceptable in systemdesign. Ho\,,'cver, wher..: the operating temperature cQnnot be cJo~eJy COil

trolled, th·~ SlItSses re~~,l:\tln'}. fronl extreme ten:j)eratufe ch"1l112cS ~,;houi;l

TABLE 38

LENGTH VARIATION PER 10 F (5.6 C) L;TPVC (12454B) PIPE

0.09 0.100.07 0.080.05 O.OGo.o?,

~__~__~ A~;j 'J'!n'~r31 fI;i!.'. for every .

: i ternpNiltur'! change or 10 F ::Ji, : (5.6 Cl PVC pip" will expand

i---;--- DC conle", 1(3'" pee 100' 18 mOl

I I, pw 30 mi. ,

~L_,!. '," .;- I

; ': ,'! ,!; \

-'--,' .J I I

I I ,,""__,

0.02

LENGTH VARIATION, INCHES PF.R UN. !-T. OF ?!?E

0.01

//

I / ! IV'.,~

I .1_1_ 1 1/ 1

i !! I -r------+r--I. J- i I, I ; I ; ";- -I", ; I'! ! i I_l__-.i i \ II r-.,I .'. /"'.--'--", I' i i '. ,---'--''-'.'I,_·L-f-.' !! I 'I ,-----'

,! • l I

, 'I' ;.......-,- --'---r ..- -' - ': I I I I --,---I i j' ----------'-

--11---1-,..--1-,7'

,--:--'I i I iJJ I ! ;I I Q,,! i I

-l-~-i 0:1- 1- ;1 c' '-"--'--

--~- -if!. _.,-, .-._,' .- --"--'-'-1 Q, I 1--- .- , _.

_____ .1_/ 'I ._-- . - -, '

_____ .!..J :_.,---_._. '---'

'/--r----;---'---'--- .-.--",-.-.

I I: .-- .-----;------ -------.-"L. / i-'-/-i-,_.

150

140

130

120

110IL

~100w

<:JZ

'" 90Uw

S 80I-~(

a:w 70

'".,wI-

60

50

40

30

20

10

0

iLL\'Df\(FJi<. j'F PVC Pil'L

188

EQUAT!O.~ 76

01.85d. 4.87,

""~.. "~- ,<

189

EQUATION 80

,<,',.~':;'

, ..~'-'~ ...

,00°'<:-

OJ",s:-O<-'

0,2083 c~Or85f

c

<i':~o = 0.442, "'0

'1",

~\Vhere: 0 = flow rate,",_ '?o~

d, = pipe internaL. ~ "\_ p -11. '.r'" 2:::: gaug...' pressures,. 0> '-.•.

L = pipe lenuth ft '"<r "~ , . \

C fl IT" . ~'= O\V cae iClent }..i"

v:EQUATIOi'179 0

'.r-'J,;

0.006756 Ccl 2 .63 HO.s.j'<'s-

O = ';J-:),'<'u,

\\hnc: 0 = flow rate, GI'M \

d = pip...· inlernal diamder, in.,H = head loss, rtf I000 rt.

C = rIow COl: ITicicn t

Wh-::fe: V

Equ3lion 77 provides the solution ror now velocity in a pipe line.

Equation 78 permits calculation of rIow volume in gallons per minute.

When using ~quation 79 flow volume is again derived, but pressure drop is

more con\'~nicntly expressed in terms of feet per 1000 feet. Friction loss

in hydraulic now may be derived through the following expression of the

Hazen-Williams equation:

S' = EC (t - t jT, 0

:;;:; stress, psi

;;;:: rviodulus of tensile el:J.stidty, psi

= Coefficient of thermal expansion, in/in! f:;;:; highest temperature, F:;:; lowest temperature, F

\Vhere: Sf

ECTt,

ta

EQUATION 77

V = 1.318C(RH

)o.63(Sj0.5.j

considt.:rcd u:;ing the following equation'

EX3mpk: Calculate the stress resulting from a tl.'mp:::raturc change(rom 1.?0 F [0 30 F in a restrained PVC pipe.

S' = (400,000)(3.0, IO's 1(120 - 3UIS' = 10SOpsi

HYDRAULICS

Flow Tllcoric...; and Equatiolls.•\I;lllY clllpirh.::d l'onHtlbs Il;lVt' bl:l'll

L!cvc1opl..·d to provide solutioll to the probklll of now ill pJpt:s. l:qualioJlS

devciopl'd by hydr;Jll1ic enginel:rs arc lI~l'd tbily in thc solUllllll or prohkl11SCllcountl'fl..·d by water alld Sl'WCI' works I..'I\~illl.·l..'fs. Rl..'lalivl'ly kw spl'cil'ic

prob!L'llls in pipe hydraulics, such as l;lI11in;lr rio\\'. (;ill hl' solved l'lIlirL'ly by

rational Ilwthcmatical means. Till' 11l:1jority of !low probkl11s n:quire

means of solution which depend to some tlt.'1!n:l· 011 l'XPl'l'illlL:llt;t1ly dl'lLT

mined coefficients. COI~1l110nIY used now formulas haYl' bccn developedthrough r:::search by Fanning, Darcy'. Chezy. Kutter. Sl..:ob...,y, Mnnning,Weisback. Hazcn and Williams.

flow of Water in PVC Pressure Pipes. Hydraulic flow research andanalysis haw established that flow conditions in PVC pressure piping sys

tems can be designed conservatively using the HJzen-WiHiams cquntioll.Flow conditions may also be designed with marc detailed analysis usingthe Darcy-Weisback equation.

Ha:ell-Williallls - The Hazen-Williams flow formula is most widely

accepted and used in the calculation of pressure pipe !low conditions. Theformula is used in various forms:

EQUATION 83

EQUATION 81

Q = 1.0134d2.63Ho.5.1,

EQUATION 85

L V zh = f- ..:...L

I 0 29

head loss, ft of 1120

friction factor

pipe length. ft.

pipe inside diallH.:kr, ft.mean !low velocity, ft/scc.

acceleration of gravity, 32.2 ft/scc/sec.

=

=

=

=

=

=

= friction factor

= Reynolds Number

1\iT = 2 log to (R,yffl - 0.8

Where: hIf

L

oVI9

Where: f

R,

L = pipe length, ft.H = head loss, HI I000 1'1.

CIIAVfl3. V - DESiGN

191

EQUATION 86

For convenience in clesign l tables 39 and 40 have been developed,on the Hazen-Williams formula with C factor at ISO, to provide now

capacity (GPM), friction loss (ft/ I000 ft), and flow velocity (ft/sec) forPVC pressure pipe products. Nomographs for solving now characteristicsare provided in Figures 26 and 27.

Darcy-Weisback - When, in the hydraulic design of PVC pressure

water pipe, conditions are defined related to relative pipe roughness (olD)and Reynolds number (R, = VD/v) the Darcy-Wcisback formula provides

sound deSign basis. The commonly used form of the: D~lrcy-Wt:bb:ICk

formula is:

Investigation and analysis by Ncale and Jeppson established that the

friction factor (f) for PVC pipe may be dcfined in the following cquation

for hydraulically smooth flow.

The calculations for the friction factor (f) are obviously tedious. In

common practice, the factor IS established by using the 1>loody Diagram as

shawn in Figure 28. Relative roughness (olD) is related to friction factor

flow velocity, ft/sec.

now ra te, G PMfriction loss, H ofH 20/l00 ft.

hydraulic radius, ft.

hydraulic slope. ftfft.pipe internal diameter. in.gauge pressures. psi

EQUATION 84

QI.85

f = 0.0984 d.4.87,

friction loss, ft of H, 0/ 100ft

flow rate, GPMpipe intenlal diameter. in.flow coefficient

==

==

=

=

=

=

=fQ

d,C

Where: VQ

f

R =HS

d,1'" Pz

EQUATION 82

Q = 66.3d 2.6) (1'1 - I' )0.5.1, __~7"

L

v = ·197.7RH

0.6) (Sj°,S·1

Where:

PVC pipe flow coefficients have been derived through research and

analysis by various researchers including Ncak, Price. Jeppson. and Bishop.Resean;h has established that the Hazen-Williams now coefficient or C

Factor is commonly defined in a range of values from ISS to 165 for bothneW and used PVC pipe. The Hazen-Williams C Factor, Iherel'ore, has been

L'~t:\blished conservatively at C :::: 150 for the design or P\'C piping. systems.lbving established C at ISO for PVC pipe. equations 77 through DO

can ot: simplified ror the design of PVC piping systt:ms:


, ,

CV WATER FLOW IN GALLONS PER MINUTE

fiGURE 26 c' FRICTION LOSS CIIARACTERISTICS OF WATER FLOW TIl ROUGH PVC rIPE

\

SPECIFIC INSIDE PIPE OIA. IN \NCHE':?~?S~<~:~,~~;~, >;/!!!-~:/ / '~~;W~;?;:Yf'~~;> I

I .,

CD INSIDE DIAMETER OF PIPE IN INCHES

\HEAD LOSS IN P.S.1. " ~ y :: .... @ ..PER 100 FT. OF PIPE g ~,,:~ 1 ~ ," ,I •..• ~ e:: ?;

-.=;c...;..:..:..cc....:..cc...--c...----....JI".I·'f/,"'"'Mifrt·!:""',+-r-r'c;.ll...r.~t+7·~ ---·--'·-;,~_,_...LT:...:·.Lc.:T~+nLr"-t,-~~,;,I\'trH~I'I~~_----HEAD LOSS IN FEETPER 100 r-T. OF PIPE

J!'J' , jr>T1T"""""1'TI'rT'!'T'l'rl'fTrTT'lTl'T""rrT'T'j" r,,-r~T"'"""C.--·--~--~--·-T~~~""'''''''''1"'1~1·-''·""! r,"'""r,"'r,'TI~'''''TI~1'f'T1TTT"'"T'T",-,rr' T,_~~

~ ~ :; :: ':' :: :::;;::

WATER VELOCITY IN FEET PER SECOND

HOW TO USE THIS GRAPH:1. Seloct the dosired pip.) SlZIl {inside

di3rnctcrl.2. Determine the amount of Willer lO

flow through the pipe.3. Place a straight-edge on these two

points.4. The point :n which the str;ligln (Jd<Je

intefSects the head loss lino 1HHI tllllvelocity line give these twO V:llucsunder the given conditions.

EXAi':lPLE-10-,' $chc~lIJI(l A P'(~C ll.D 1 7~O'lCD40 ~)(111on por ,·",,,,t<1 $(0". 'C~ 0

1. Line UP tt1<!SC pou'tS ..·.,,1\ .1 $:r"'9h\edge G)

2. RC,Jd 2.6 psi (or 6 h_) iro,n the hend·10551inc@

3. Read 5,33 It p(lr S(lco"d !'o'''' th(lvelocity itne@

THE VALUES ON THIS GRAPH ARE BASEDON THE WILLIAMS AND HAZEN FORMULA:

(FQUATlON 80) t"' .2083

\"niERE:f "'friction hend in fcct 01 water pM

100 feet 01 pipedj"-·lns\de diameter 01 pipe in inchesQ ,- Flow in g'liions pI:( rninlltcC ",. Conswrlt for lns!tlc rO\luIHWr,:, o{

pipo (150 lor PVC)

o

II

:0; i

I '0 "

,~ 2 2 .

"

,~

'","!

,[

I --,'S

eo

COc.~-,

Z,.'"0 '0

~ -,:0: ;00-r:. '0enC V;

n ~ :::ic e'C Z~~ C n

'§-rn0

5 r. "0C' <:c 0

5' n ;:;:..c. '" "'" ~ t':,·" "!; c, en

~~ ~,

6 :;~

r. 5' 0~ Wi'. ~ :j"~ "1< C'::.> ,.... 2c::;5 C)~ c; V;. ~ ''1

~ 0C "r; ,-JC r-;;'

'"c. "'.;::()

..(2 '":'j

.-F- '"'1

I-

S '.,;

"" ;-.:<.-G

:.<

195

EQUATION 87

PIPE OllJ.'nm IN FECT. D

J~J~~l~~Jt .•~!··-"'>".>·0:..\:~:,~t.{'h ~.~\.'~ ,.~,\.", ,.. I dr;:;, • ~ ~

::,~~: ...~,:::! :::~: ~".""'.::,:: :::'~: 5

"ti~if;Gi'

~§e

<,..

I~~;~~~"'000 ~

PI?E DIAMETER IN INCHES, 0"

w<

C!lAf'TLR \-' - IH:S !G~'i'

l.. - 1 <" 2' (--,,- + 9.35 )yT - .h- ,0glO 0 R,Vf

wlo

~g~

Where: f = friction factorR = Reynolds NumbercE = 0.000005 ft, PVC Pipe0 = pipe inside diameter, ft.

FIGURE 29 - MOODY DIAGRAM-RELATIVE ROUGHNESS

Moody dingram for relative roughness ns a function of dimneterfor pipes constructed of various materials,

(f) as follows;

Figure .29 provides valut's ror relative roughness (e/D) for variouspipe producis.

,"Ounce:: A"ICHICA" ::;OCICTY OF Ml;CHAN1CA1. l:NGINCCR::;, '~I!W YOnK, N.Y.TRANSACTION';. A::;M I': , VOl.. GG (1~~4J 1.. F. MOODY.

194

FRICTiON FACTOR f-~(1) 2g

FIGURE 28 - MOODY DlAGRAM·FRICTlO:' FACTOR

RELATIVE ROUGHNESS §..o ,{)-8"'<0'" N _ 0. 0. 0

to ~ ~ 2; N egg g g g 8 g g~ ~ 8 ~ q ~ ~ ~ ~ ~ oq 0 q q q q q", ~

R ,--:.----- ~==-: :rrt ~I- ~L-~]-=:~ == [E::?Jl~2ff :- =1 ~~.=ti-:::~~?'I?!: tg~R1§D...~ Hu.rr.'f: 1.1= ,-1= ~ .LttL..J j =1--1 -'-1- 'TI- • I O'2~8::-'--'_~. I ~ I I TJ -I-! _. ..!.-...J~ _:~ L - L..Ll =1:--- -- --~1'-"""- "'! QIg r-..........-· =t--. :::;:t-.~ ~ - -;--1--1 1 -...... -1-.1 -- ._, _.__• • • :..:r -I - - - -;-c=' -. I 0

~,-{HTrn' r _~!.w.f£.L 1 .:=t -r I"': .CL .. .-' .... ..L .l.nl,Tc'f../

I .r:, , I "I' I II , I' I, "'" "1"" 'lW~"~mTTT--';iTn~rTr'r"l ;--'''1111 I :.' in ":-1 i~~ ~ ] m~~ #=J~ J1wr: ]J~ll ~,:: I E =,J!-'~'.~~"._.~. -- .__.._.t - -=1.... -.. -... , -- '.. . ~,. §-~--..- ...1.-. ~-'I'I" "~'_11~E ---"1 ,.~'-;iJ' :=- • _: : +=1- .:- :J~=':-~I . -, 1 .+J.:= -.~ -=t--=: II-=:~":n-·-----. ,,,,, ,I I ..1·-,." . - ....,.-.•

~t<!J==:::~=-=- . -:;: .. :!':::.:~ ::t:~~=- ·--·~l:-=:"1 --.~'I __ .. . .•.. - 't+. --.- 1/ •.. "f " 1°, ! ~~---;--..- .. ... l' -i'" .il· "'i" t~~B _,:.-.----;,~ - :'... . .,. 'L, ~

~ IT--~-.;;:. ,J . .., Q -

;:\ ";:::C:C::': /:t:/· 10 t, ....-- - ...~. ., , , I' ..·"I..Q:...• ..• ..,,· ... · I I" '. ~ill I t,_ ,-), ,.' ,.> 0

R"...•..•.. , ,t::. ' • , I""-~'" . . . . -- .. ... I '0 ,,,>. '"

I ...... '''' '~.~' I"~~.!S1:- ,d' ':.::. • • . I / -<' ','"' t: l.K

Wi,,',.· ••.·· : :9.' :1>: .... :: ~;' I f;~: ..:.~;;.:.. . w ~ , fi' '/ / " I '"" "~ ••• _.<.>.¢. ~ , , ".,., ,,~;~. ,.!,2;'<--, ;:J I ~._ J i I8 '''';.: , >-' I I "r>

<.l..;\..-~._•••.---'. ' • • • • .-< 0 0'. I" ... ..w. .. .. " III'" . ,- >1;>u , ••• _. .. •.~ v .,. , '0

~~if;f:C),~~;~E-! : :. l~. , : /:1;:;;: W~,~~~ .~~ " ". ;-; ·;~1; ~f''''i~'~~'-~---V.' _. . ' . _l ~....... ~.'_4_' .,., •• ,,-". w" I_ '_.... , . y,"" %J ' . . - , " ro~ ... ·t::~-\....~·~·-~·l i- -, " 'I:' ,,~:,~ ."... . ., ,_11-1'"' ;E~I·-I--·~~·~ ._-~ ~ • -•.. ", .•••. ~~~_.-.. _.~~.!( -~ :::>.. I P "I~' I / j' ' I \ ) I I '':? Z~ ~1i--·-:-·~1 ;,.: I r ,I {11/ i;' i :-~:--~_'-'~!' '-i i 1--0;~ ..I~-ii· --;n . i-' .' :.1;.;:: i i'; ,,; .;- " ", i ·i·l" ~~ IS?~.--._.J.- I " - I 11::J2 Z

;. __~';Cg-~ j :1::~.: .: ~ :~:. , ... ~.:~:~~-:~~::~:=~~=~--=~;.=:~~:!:s., i:i.,,1 ~~b ..J..l~ _~. 1'_1........... _, ••• +---l__~ _ ••• ,_~_.~_, 1_r:::L.J", a:0........... ~.... I I' & L' , , ,-, I " j 1 II ....~-""- ~ ~. :'1' ,.. ~_.::-.- ~~.-. " '-'-~'-'-----'-"-'~' - ~- - .-,<>

~l:r~fJ;EEf,-:;ff.i r.,;:,. ):?I.;:F~:=:~;jE;=i;~:~;=.=?"-=-d:bq ..; L..:;-,-,.~ I i..i'i~:-i-i't-}1f-t::t·,··i-~'i0 ~··~~j7~-r . -_. - --. _.- --- -u..L.'-'j-'"

W-'-'~;-r-'- 'il-iTti Tl'; ~ ·;-·f-i~t:-;"?~iT~-i---~-.----\ ~,-~

.-,--'i-+ l1i1JI[I'IQ,"--;-' I' 7ilTH-t-j"---.-,~-I-- i-- ;+t++g -1-'hTI-II' :i'Q:Ii' ---iITGTi-i1-'i-j-;~- ":1"'-[ ';"i-i";Tnli,· ~ 3~-,- ="t"f,.~±b! _e L·I·I_ ." ·'..::LI~J:L' =:::::-U=LJJ,....~-j'Q~.~,..w~,c::j=r-H.,-+-cW.+I-'''':-----~'-'-~'-'' ,-a '~', .. " , t-tL.i i l-Jij±H rcili " ;;rTH-L.~"i-L:d=LL

(J>C) .... <DtO <:" 1'1~ Nit) -(J>tOoqqqqq q qq q q q&S

11 \~''1flnOOK 01: PVC PlPF

';OUflca;;: J"'_l"'n<:"''' "OCIETY 01' ~n;CHA"lCAL C"Clflt;E"ll. New VO"'~•• ".Y.TRA""ACTloNs -AsMC. VOL. cc lI94~) 1..,1". MOOOV.

IL\~\DU{JOK or pvc PIPE CiL\Yn:I~ \' - DESIGN

oS \-"",. \- "900 p~'r PIPETABLE 39 FL01V .FRICrIO~"1 LOSS, A'V~VA C900 rvc .PIPE"1"'AB~ E 39 F~ O\V FitICfiON LO,:J l j n}u...... 'It '-' '11.~ .... L ;;...; " '-

Continued4" CI (AWWA C900) DR 25 4" C! (AWWA C900) DR ISAcllltli 0.0. 4.S00 Tn .• Press. CllIss 100 Ac!t1al O.D. 4.800 In., Press. C!:Iss 150

Flow Vclndty tt>,s of PfC~S.Flow Vc!ocity Los, of Press.

Hzad nn·pG:ll./mln. Ft,/scc. Head Drop GaL/min. Ft./s~c.

Fl.iHiO PI. p,j,'!UO Ft. 6" CI (AWWA C900) DR ]S 6" CI (AWWA C900) DR 14Ft'/IOU Flo p<,iilOOFt

0.019 0.008 20.000 OA5G 0.023 0.010 Actual 0.0. 6.900 in .. Press. Clas" 150 Actual O.D. 6.900 in., Pres-so Class 20020.000 0.42325.000 0.570 0.034 0.01525.000 0.529 0.028 0.012

0.021 Flow Velocity lo,'. of I-'fL"" Flow V::Jocity I.o'S of l'rc;s.30.000 0.635 0.040 0.017 30.000 OJ;f\.+ 0.048Gut/min. Fl.(se<:. Hc;\d Drop Gal./min. I;:./,cc. He;\o Drrof\35.000 0.798 0.063 0.027 Fe/lOO FI. p,inpo FI. FCi IUO Ft. psiil(1O Flo35.000 0.741 0.053 0.023

0.081 0,0350.847 0.068 0.029 40.000 0.91240.00045.000 1.025 0.101 0044 50.000 0.551 0.021 0.009 50.000 0.596 0.025 0.01145.000 0.953 0.085 0.037

0.123 0.053 60.000 0.661 0.029 0.013 60.000 0.715 0.036 0.01550.0nO 1.13950.000 1.053 0.103 0.0440,172 0.075 70.000 0.772 0.039 0.017 70.000 0.834 o,o·n 0.02060.000 .{ 1.270 0.144 0.062 60.000 1.367

0.099 75.000 O,S27 OJJ44 0.019 75.000 (1.8-94 0,054 0.02370.000 1.595 0.12970.000 1,482 0.192 0.0830.113 80.000 0.832 0050 0.022 80.000 0.953 0.061 0.02675.000 1.709 0.26075.000 1.588 0.118 0.0940,127 90.000 0.992 0.062 0,027 90,000 j(J73 0,075 0,(>3 ]g(LOOn 1.g23 112\j·\80.000 1.694 0.245 0,106 -_ ...

100.000 j,102 0076 OJHJ JOO,OOO 1.192 (Ul((~ o.n·HI(10.000 !.~)O5 0305 (l.ln qO,OOO 2.051 O.:;h'i O.15X125.000 J.37S ll,J IS 0050 125.000 1..:1/0 IU}9 0.0600.371 0.161 loo.oon 2,279 tJ·\·\·l 0192150.000 1.6'\1- 0,161 O.fl70 J5U,(WO 1.7;';:; o !(I-l OJli'4

I no.ooo 2.117 0,2(1(j2.646 0.%1 0.243 125,UOO 2.S·19 0(,71

175.000 1.929 0.214 (l.Ot!)12).0000·107 175.000 2.(1;\'; O.2'i~ 0.112O.n6 0,:\·\0 IS0JllHl 3·lJ R (l(J·1O1~iLO()O 3.175

J.l}XH 1.2~ 1 0..';·12 200.000 2.:?(J~ 0,27·1 0.1 Ii' 200.(lOC) 2.31"3 0.331 0.1·l.117S.000 3.705 1.0·15 0,.\53 175,OO{j0. (,(/"I 250.000 1,756 0.-:1-1 0.179 :?50.000 2.979 0.5(10 0.217'200.000 ·U5~ 1.()(12200.nOn 4.2"1·t I.:L\lJ O.5HO

300.000 3.107 0.500 0.251 :wo,ono ).575 0,701 0':;0·15.6(J7... ,..,.., l,(j.\i'

2:'iO,lIOO 5,2!);, 2.(124 O.R76 250.000 _."-"

350.000 3.S'ig 0.771 o.n·1 350.000 ·U7 I (}!I,I.' O.·W-I:WO.OOO (I,H0I7 'YJ·l 1.·1(,1/'()(1.0{)() (1.351 2.X37 1,22:-:1.955 400.000 4·1Ot) 0,()1\l-\ 0.·121\ .100.(1)0 ·l.7(,7 I.IIJ.: D.51735().OO{j 7. 1)1fl ·UJ(I:;<;OOO!J 7.·lOt) :1.77·1 1.6.1·1

'.7S1 2.5in 450.000 ·1.%0 1.229 0.5.,2 450000 ;\.31>.1 1.·1,'.;(, O.f,·L\·moono X,·j(,R ·Un3 2.()1J2 ·100.0(1() (I. I IS1-.111 500.000 5.511 1.·1'],1 0.(,·17 .'ilHIOOO 5.950 J,:-Ol; IJ.li'22.60'2 ·1.~O(J{j() 10.2".'\ 7. jl12

·~<;O.Il(lO (U2(1 (dll I~,7·12 ,I.n·\ 600.000 (IJ,13 20'1."1 O.IIO(} (,OO.OO(J 7.1.<;f) '2.5.H J.()IJfJ:'i(lO.(I(lO J0.5~:·1 7.:\06 3.1(1"1 5(J(!.OOO 1I,·\!)·l

5.10·1 700.000 7.7 H, 2,7}\'i 1.20(1 700.{JOO }; .. .:2 J, )(,7 IA<;X12.7nl 10.2·11 .1,.l.n WO(l(JO 1.1.(,7.1 122')1800.000

{,{){).11(J01/,102 7.0'i7 KSIR 3."fJ(. I.<;.j·l HOO.OOD IISI.: ·1.312 1.1'(177(J(1.00n 1·l.S IS 13.625 5.XlJS 700,DOO 15.11';2

1000.000 11.022 5.VII 2."1.1·: IOOU,OO(J 1L I ll7 6.:'i19 2.1122

4" Ci (A\V\VA C900] DR i4 f," Ci (j\W\V:\ C9(0) DR 25Actual O.D. ,UWO In.. Pre"". Cia"" :::00

Actual D.D. 6,900 In .. Prc"", Cl:l"" 100 8" CI (AWIVA C9(0) DR 25 W' CI (AIVIVA C9(0) DR IX11"" n[ I'n'"Flnw Vl"1il(il~'

I'H·".Gal./mill. It./se!;', Ikad Pfl1\,FlflW Vdodl)" 1 n,S of

Actual G.D. 9.050 In .. Pre"". CIa'" 100FUlon Fe Ihi'llll) 1'1.(;:II.:fllltl. H./sec ~k;ld !)rl'l' AC!Il,d a.D. 9.050 Ill .. Pre"". Cia"" 150Ft IOlln. p,ifl{lll Ft.

0.027 0,(112 Flow VelOCIty I. I'"~ o[ l'n·\\. Flpw Vel,.,,!, l.P" pr I'll'''.20.000 0.493CUll R O.OOS GUI./min. I:L:'e<;'. Head Dn'l' G;ll./min. n",,;C. Ilt:.ld nu'"'25.0nO 0.616 0.041 o.rm 50.00n n.512

Ft..iH~l Fl. I'"i II~I Flo FLill" Fl i'" lOll Ft.(1.0'25 0.615 n.u:!.'> (Ulil30.000 0.739 0,058 (,0.0000.01435.000 O.S()2 0.077 0.033 70.000 0.717 0,033 100.000 0.595 0.017 o.or)7 100.000 0,641 0.0:0 0.00')40,OOD 0.9B5 o.on 0.0·13 75.000 0.768 0.037 0.016 125.000 0.744 0.0'2() 0.0 II 125.000 (unl ll.O3 I 0.01345.000 1.108 0.122 0.053 gO.OOO 0.820 00·12 o.on: 150.000 0.893 (),036 0.016 150.000 0.961 0.0·13 OJ1l950.000 1.231 0.148 0.064 90.000 0.922 0.052 0.023 175.000 1.042 (l.O·f~ 0.02l 175.000 1.122 0.057 0.02560.000 1.478 0.208 0.090 100.000 1.024 0.063 n.027 200.000 1.191 0.0(>1 0.026 200.000 1.::~2 n.m .3 0.03270.000 1.724 0.277 0.120 125.000 1.231 0.096 0.042 250.000 L4S9 0.092 0.040 250.000 1.(,02 0.111 0.0-1875.000 IJ~47 0.315 0.136 150.000 1.537 0.134 0.058 _300.000 1.7S6 0.130 0.056 300.000 1.923 0.155 0.06780.000 1.970 0.354 0.153 175.000 1.79} 0.179 0.077 350.000 2.084 0.172 0.075 350.000 O.2U6.., ... ,~

0.OR90.099 _.~--'90.000 2.216 0,441 0.191 200.000 2.049 0.229 400.000 2.382 0.'221 0.096 400.000 '2.564 0.264 0.114100.000 2,463 0.536 0.232 250.000 2.561 0.3-16 0.150 450.000 2,6S0 0.275 0.119 450.000 2.884 0.329 0.142125.000 3.078 0.810 0.351 300.000 3.073 OAS5 0.210 500.000 2.977 0.33-1 0.145 500.000 3.20-1 0.399 0.173150.000 3.694 1.135 OAn 350.000 3.585 0.646 0.279 600.000 3_573 0,468 0.203 600.000 3.S-l5 0.560 0.242175.000 4.310 1.511 0.654 400.000 4.098 0.S27 0.358 700.000 4.168 0.623 0.270 700.000 4AS6 0.745 0.322200.000 4.925 1.934 0.837 450.000 4.610 1.028 0.445 800.000 4.764 0.797 0.345 800.000 5.127 0.954- 0.413250.000 6.156 2.924 1.266 500.000 5.122 1.250 0.541 1000.000 5.954 1.205 0,522 1000.000 6,0409 1.4·11 0.624300.000 7.388 4.099 1.774 600.000 6.146 1.752 0.758 1200.000 7.145 1.690 0.731 1200.000 7.691 2.020 0.875350.000 8.619 5,453 2.361 700.000 7.171 2.331 1.009 1400.000 8.336 2.248 0.973 1400.000 &.972 2.688 1.164400.000 9.850 6.983 3.023 800.000 8.195 2.985 1.292 1600.000 9.527 2.878 1,246 1600.000 10.25.j: 3.442 1.490450.000 11.082 8,685 3.760 1000.000 10.244 4.512 1.953 ':000.000 11.909 4351 Ui84 2000.000 12)'1 ~ 5.20-l 2.253500.000 12.313 10.557 4.570NOTE: Table i5 ba~ctI on HJl~n·Willial1\5 Equations,600.000 14.775 14.797 6.405

700.000 17.238 19.686 8.522 77, 7~. i'J anti Hl. ('=150

19G 197

10" CI (A\\'WA C9(0) DR 1R 10" Cl (AWWA CCJOO) DR 14

Actual O.D. 1l.l00 In .. Press. Cia"''> 150 Actual 0.0. 11.100 In., Pre",s. CIa"", 2nO

J:!r>w Vc\"eiW l(w,of T'rc\". Flow Vth'cil) 1.,'" III l'l<:~~

Gill./l1lin. FL '<.ce. Hc;\11 DH'p Ci~ll,illlill. Ft./~cc. }k:ul I1r"pFI./lhtl Fl. ll~if\O{l Fl ft. Illl FI. p~i,'HHl 1"1.

175.000 0.746 0.021 0.009 175.000 O.BOo 0.02(1 0.011200.000 0.1\52 0.027 0.012 200.000 O.nI 0033 0.014250.000 1.065 0.041 O.OIR 2S0.000 1.151 0,049 0.021

JOO.OOO L27f. 0.057 0.025 JOO.OOO 1.381 0.069 0.030350.000 1.491 0.076 0.033 350.000 1.612 0.092 0.0·10400.000 1.704 0.098 0.042 400.000 I.B-12 0,118 0.051,150.000 1.917 0.122 0.053 450.000 2.072 0.147 0.0(,4

)00.000 2.130 0.148 0.064 500.000 2.302 0.179 o.on600.000 2.556 0.207 0.090 600.000 2.763 0.250 0.108700.000 2.982 0.276 0.119 700.000 ... "l"J ~ 0.333 0.144:J ........'

800.000 3.409 0.353 0.153 800.000 3.684 0.427 0.1851000.000 4.261 0.534 0.2JI 1000.000 4.605 0.645 0.279

1200.000 5.113 0.748 0.324 1200.000 5.526 0.904 0.3911400.000 5.965 0.996 0.431 1400.000 6.447 1.203 0.521

1600.000 6.817 1.275 0.552 1600.000 7.368 1.540 0.6672000.000 8.521 1.927 0.834 2000.000 9.210 '2.328 1.0082500.000 10.652 2.914 1.261 2500.000 11.512 3.520 1.524 Note:

3000.000 12.782 4.084 1.768 3000.000 13.814 4.934 2.136

HANDBOOK OF five PIPE

Cll/..r'lLI~ \' - DESli;N

A))'\VA C900 P\'C rIPE

12" CI (AWWA C900) DR 18

Actual O.D. 13.200 In., Press. Chss 150

Flow VelOcity LOll of Press.Gnl./min. Ft./sec. He,1,J Drop

FI./lOO Ft. p,i/WO Ft.

300.000 0.904 0.025 0.0 II350.000 1.054 0.033 0.014400.000 1.205 0.042 0.018450.000 1.355 0,OS2 0.023SOO.OOO I.SOIi 0.064 0.02(;600.00(J UW7 0.089 0,039700.()()(l 2.10i\ 0.119 ~800.000 2.410 0.15:: (J,(lf,tJ

lOOO.OOO 3.012 0.230 0.0<)91200.000 3.61.~ 0.322 0.1391400.000 4.217 0.-128 0.1 X51MlO.OOO 4.&'19 0.54ii 0,2372000.000 6.024 0.1)29 0.3592500.000 7.530 1.153 0.5,133000,OO(j 'J.{}J/i 1.757 0.761:L'){)O.OOO 10.542 2.331 l.0124000.000 12.0·:R 2.9'13 1.296"1500.000 13.554 3.722 l.611

0.0090.0120.0150.019OJ1230.0320.043O-lJ55O.OHJ0.1170.1550.1990.3000.4540.636O.H46I.()!i.!1.341\

12" Cl (AWWA C900) DR 14

Actual 0.0, D.2ao In .• Press. Class 200

FI(lW Velocity L(l~" of "rn~.G:l!./min. l·-t.hcc: }k~,d Drnp

FLjlOft Ft. p\i/IOO Ft.

lQQ

300.000 0.977 0.0:10 0.0 l3350.000 1.140 0.0'10 0.017400.000 1.302 0.051 0.022450.000 1.465 0.063 0.027500.000 1.62S 0.077 (1.033600.000 1.954 O.IOR 0.047700.000 2.279 0.143 0.062800.000 2.605 0.184 0.079

1000.000 3.256 0.278 0.1201200.000 3.907 0.389 0.1681400.000 4.559 0.518 0.2241600.000 5.210 0.663 0.2872000.000 6.512 1.002 0.4342500.000 8.140 1.515 0.6563000.000 9.768 2.123 0.9193500.000 11.397 2.825 1.2234000000 13.025 3.618 1.5664500.000 14.653 4.499 1.948

TAIlLE 39 Fl.OW FRlCTlO;.; LOSS,Continued

Table 39 and 40 11m\' friction values are based on inside diameters calcUlated as follows:

ID ::= 00 - 21' Where: ID = Imide dktmctcI, in.

OD '" Outside diameter, in.

t' = .\llnilllum wall thickness -1- ~.~ wall thL;:ki1cSStolerance, in.

IlTHYI. C:O'f>'OHA"lON

300.000 0.840 0.021350.000 0.980 0.027400.000 1.120 0.035450.000 1.260 0.044500.000 JAOO 0.053600.000 ! .1') 79 0.075700.000 1.959 0,099800.000 2.239 0.127

lOOO.OOO 2.79ti 0.J921200.000 3.350 0.2691400.000 3.~)J9 0.35}i1600.000 4.479 0..1592000.000 5,5% 0.6942500.000 6.9')S 1.0.193000.000 R.3'17 1..1703500.000 9.7'J7 1.9554000.000 11.1 % 2.5().14500.000 12.596 3.11-1

12" CI (AWWA C900) DR 25

Actual O.D. 13.200 In.• Pres'}. Class 100

- --Flow Velonry Lo~s of Prc~s.Gal./rnin. 'jlt./s:c:. Head Drop

Ft./1CD Ft. psl;JOO Ft.

IlOUIlO;:lJ;:

l'res~.

Dropp~i/W(l Ft.

VC1Dcllj'F ..hcc.

FlowGal./min.

175.01l1l O.69J O.lllS O.OOR'200.000 a.i92 0.023 0.010250.000 0.990 0.0:;4 0.015300.000 1.1 RS 0043 0.021350.000 1.3!\.:; 0,06-1- O.02~Ann 000 l.)h.~ OiL':::'. 0.03545fUiOO 1.7S1 n 102 O.{).14500 000 l.Wi0 n 1~4 o.Oq/,00 (100 :;,375 (11 7-)--(W75iOO,{H)(\ 2.771 0231 O.lon~OO.(lOO 3.167 02'15 0,12:\

IOOll.(j(l() 3,<15S {) .IM) 0.19312(j(J.(J(){J ·j,750 t1(,~(, O.::!711.IlHL(l()(} S."42 {l S:;2 fUf,O!(,{)(JO{lO (,.111 JOMI {j,16120()(UlOO 7.1)17 U,J::! llJl()o2'i(J(UlO(1 (I),ll(l ::.; H, 1.055:HlO()(lO{l 1\)\75 :>':15 lAiR

10" CI (AWWA C900) DR 25

Actual O.D. i 1.100 tn.. Pre,,::;. Class 100

0.0110.0160.022O.OJOO,03SO.05X{LOX 1(l.l O~O.l3li0.1720.2090.292o.:n'l)OA'H,0.7531.0561.·lO,~

1.7992.719

Prc~s.

Dropp~ill(){1 FI.

0.0240.0370.052(1.069O.ORB0.13·1(l.l X70.2·~9

0.:1190.397O.·jli20/17(10.ti9 l )

1.15 I1.7·102.·1:\9:'.2·t')4. L'i5(l.2B2

Los~ ofHead

Ft.f\OU FL

0.6920.8661.0391.2121.3S517:'1

VeJcdtyFt.ii;;e.

2.077.....'"1,_,"'l_.'2.7703,1163.·H.,:;·U.'\54.,1.;·:75.5·10hq2·~

~, :;Wl11,(1(/':

11 (\"/l)

13,:';·\'>

100.000125,000150.0UO175,000200,000~~onno

31J().U()O350.000·wn.ooo45()OOO5(10.000600.00(}70n.OOO1\000(}0

11100JlOO120(I,O{jO140(l.()OOI(,(Ill.OOO2000.000

FlowGnl,lmin.

8" CI (AWWA C900) DR 14

Actlw.l a.D. 9.050 in., Press. Clas5 200

'fAilLE 39 FLOW FR!CTlON LOSS, AWWA C90n PVC PHi'EContinued

Note: Table is based on Hazcn~Williams EquatiQn 77. ?S. 79 and l30. C=150

TABLE 40-FLOW FRICflON LOSS, ASTM D 2241 PVC PIPE

0.302.45 0.89 0.392.7(, J.j 1 OAS3.07 1.35 (l.St:3.ClX l.Pt; OX~

4.2 1) 2.5 J 1.09"loW 2.X) 1.23

. 4.9 J 3.22 J.3fJ

l-T~i---.I:(W---I-.73--

6.1.:1 ·1.S6 2.107.Cll 1.3(, :U q

9,20 HUO ·tAr.10.7·1 13.72 5.9·1

2 liz" IPS (ASTM D-2241)

CH..\.PTER V - DESIGN

0.35LOO a.·i31,22 0.531.71 0.7·42.27 0.9~:

2.5X 1.122.91 J.2Cl3.()2 1.57

4.39 1.906.65 2.Xli9.31 <1.0;1

12.40 5.37

SDR 26

2.652.943.53·U24Al·:.715.305.B97.3ClS.R;l

10.31

40 - Continued

4550607075SO90

100125150175

t

Flow Vc!ocity Loss of Head Press. Drop Velocity Lo~s of Head Pre~s. DropG~ls./Min. FL/SCC. Ft./IOO Fl. PSI/IDa Ft. Fl./Sec. FI./Wj Ft. PSI/WO Ft.

5 0.30 0.025 0.0117 0.42 0.Q35 0.0l5

10 0.59 0.06 0.02615 0.88 0,13 0.056

3" IPS (AST;l1 1)-2241)

SDR 26 I SDR 21

flow I \elllCIl}' 10'" pf lle:ld I'n·..... Drop I Vc1odl\ 1 n", of Iic:I\l I'n"'" DH'f'G:lls,fl\lin FtS~·c. 1't /Jon 1'1 PSI/100 Fl H./S,·, It / Hid I'l PSI/IOO fl.

5 0.20 (J.() I n.()()·15 0.20 0.015 O.()(l(l

7 0.28 0.014 0.0063 0.29 0.021 O,{J0910 0.40 0.02 {l.OOY 0.41 0.03 0.01315 0.59 0.05 0.022 (l.G2 0.06 0.02620

I0.79 0.09 0.039 0.83 0.09 0.039

25 0.99 0.13 0.056 1.03 0.14 0.06130 1.19 0,18 0.078 1.24 0.20 0.08735 1.39 0.24 0.10 1,45 0.2i 0.1240 1.59 0.31 0.13 1.65 034 0.1545 l.7S 0.38 0.16 1.86 0.42 0.1850 1.98 0.47 0.20 2.06 0.51 0.2260 2.38 0.65 0.28 2,48 0.72 0.3170 2.78 0.87 0.38 2.89 0.96 0.4275 2.97 0.99 OA3 3.10 1.09 0.4780 3.n 1.11 0.48 3.30 1.23 0.5390 3.57 1.38 0.60 3.72 1.52 0.66

100 3.97 1.68 0.73 4.13 1.85 0.80125 4.96 2.54 1.10 5.17 2.81 1.22150 5.95 3.56 1.54 6.19 3.93 1.70175 6.94 4.74 2.05 7.23 5.23 2.26200 7,93 6.07 2.63 8.26 6.69 2.90250 , 9.92 9.18 3.98 10.33 10.13 4.39

201

SDR 21-\- Vdod!)' Loss of Hcad l'rc$s. Drop

Ft./Sec. FL/lOO Ft. 1'51/100 n.

3334.0·;5.C,77.)·10.57

2" II'S (ASDI P-2241)\ SDR 21

Press. DropPSI/lOG Fl.

1 Yz" IPS (ASTM D-2241)

\

SDR 26

SOURCE:' PLAliTICS PIPO! INSTITuTI::1'1'1 TH""

Flnw Vc!pcity l.fl~~ (If jk;,t! I'r,~~, nrllp I Vch'citV I p~" \If 1!l':\(\1'rc..... nrpr

G.l! .. .:l\lill. Fl,/Sec. 1'\./100 FLl'S\!!OO ft. I rLiSc~. Jot.flll(} Jot l'S11100 1'l-

2 0.17 0.01 0.00·., 0.10 0.02.3 O.O!O,

5 0.44 0.045 0.020,

0.'15 O.Ot'i 0.025

7 0.61 O.Og 0.035 \0.63 O.OSI 0.035

10 0.87 0.16 0.069 0.90 0.17 0.074

15 1.30 0.33 0.14 1.35 0.37 O.lt'i

20 1.73 0.57 0.25 \.SO 0.63 0.27

25 2.16 0.S6 0.37 2.25 0.95 0.41

30 2.60 1.21 0.52 2.71 1.34 0.5S

35 3.03 1.61 0.70 3.16 1.7S 0.77

40 3.46 2.06 0.89

\

3.61 2.27 0.98

45 3.90 2.56 1.11 4.06 2.83 1.23

50 ~~3.11 1.35 4.51 3.44 1.49

604.36 \'1)9

4.82 2.09-5.19

5.41

70 6.06 5.80 2.51 6.31 6.41 2.78

75 6.49 6.60 2.86 6.76 7.29 3.16

80 6.92 7.43 3.22 7.21 8.21 3.55

90 7.79 9.25 4.01 8.12 10.21 4.42

100 8.66 11.24 4.87 9.02 12,41 5.37

H...\.t"iDBOOK OF PVC PIPE

SDR 21

203

12" lPS (ASTM D.2241)

SDR 26 I

CHAPTER V - DESIGN

40 - Continued8" IPS (ASTM D·2241)

SDR 26 SDR 21\'c!ocity Loss of Hcnd Press. Drop VelocilY LOiS of Hend Press. DropFI./Sec. FL/Ioo Ft. PSI/IOO Fl. FL/Sec. Ft./lOO Ft. PSI/loo Fl.

100 0.66 0.03 0.012 0.67 0.03 0.012125 0.83 0.037 0.015 0.85 0.037 0.015150 0.98 0.04 0.017 1.02 0.05 0.022175 1.14 0.06 0.026 I.19 0.065 0.028200 1.30 0.07 0.03D 1.36 0.08 0.D35250 1.63 0.11 0.048 1.70 0.125 0.054300 1.95 0.16 0.069 2.04 0.18 0.078350 228 0.21 0.091 2.38 O.2~ 0.103400 2.61 0.27 0.12 2.72 0.30 0.13450 2.93 0.33 0.14 3.06 0.37 0.16500

I3.26 0.41 0.18 HAO 0,·1.5 0.19

750 4.89 0':';(, 0.37 5.10 0.96 0.42

1000

I&.51 lA7 0.(,4 I (!.fW 1.6~ 0.64

1250 ~;.15 00' O.W; H.50 2,~7 1.07_._,.'l

I1500 9.77 3.11 1.35 10.19 3.45 1.4()

:WOO I 13.0~ 5.:\0 2.29 13.59 5.S? 2.54

lO" IPS (ASTM 1)·2241)

SDR 26 SDR 21

Flow f \d"n!~' 1(>\\ (,I Ik:](l Pre\;, I)r0l' Vel\'rilY 11"'\ p! lle:lu I'n"\, Dr,'l'G:Jh./1\lin F:,Sc~. I'Ll lOll H. PSI/IUO 1'1- H.lScc. It,]\jOlt T'SJ/lW It

200 a.x;; n.n27 0.012 OJH, 0.027 0.012250 1.05 D.O·j 0.017 1.10 0.045 0.020300 1.26 0.05 0.022 1.31 0.06 0.026350 tA7 0.075 0.0:1,3 1,54 0.08 0.035400 1.61' 0.09 0.039 1.75 0.10 O.O'iJ450 1.89 0.11 O.{)~0 1,97 0.13 0.0565011 :!.lO 0.14 0.061 2.19 0.15 0.065750 3.14 0.29 0.13 3.29 O.3~ 0.14

1000 4.19 0.50 0.22 4.3fi 0.56 0.241250 5.27 0.76 0.33 5.40 0.05 0.371500 6.29 1.06 0,46 6.57 1.18 0.512000 8.38 1.81 D.n 8.76 2.02 0.872500 10A8 2.74 1.19 10.96 3.06 1.333000 12.58 3.84 1.66 13.15 ' .,"" 1.85...._f

Flo\\' Velocity Lo~;; of Heat! J're5S. Drop ! Yciocity Lo<s or He:Jd Press. DrDpGals./Min. FUSee. Ft./IOU Ft. 1'51/100 Ft. FI.jScc. Ft./iOO Ft. 1'51/JOO Fl.

350 1.04 0.04 0.017 1.08 0.036 0.016400 1.19 0.04 0.017 1.24 0.04 0.017450 1.34 0.05 0.022 lAO 0.06 0.026500 1.49 0.06 0.026 1.55 0.07 0.030750 2.23 0.13 0.056 2.33 0.14 0.061

SDR 21

Ln

·U7

2.002.252.503.133.75

0.500.620.750.871.001.121.251.501.75

Velocity Less of Head Press. DropFt./Scc. Ft./IOO PI.. PSI/JOG Ft.

0.03 0.0130.04 0.0170.06 0.0260.08 0.D350.10 0.0430.12 0.0520.15 0.0650.11 0.0910.18 0.120.32 0,140.36 0.16OA5 0.190.5.: 0.230.S2 0.361.15 0.501.54 0.G7

.~.99 1.% 0.S51-~2.1 -1.,1.)7 1.29

1 7..19 ·LIC; 1.HOI S.7·t 5.54 2.'10i 9.99 7.09 :U17I 11.2·1 fi.~2 3.82I 12.-lS 10.72 ~1.(,4

(ASHI D.2241)

I

202

6" IPS

Press. DropPSI/IOO Ft.

4" IPS (ASTM: D~2241)

1 SDR 21

0.0090.0170.0220.0300.0390.0480.0610.0820.110.130.140.170.210.330.450.(100.77

:'---'1.16

1/122.172.773.444.tH

SDR 26

FI<lW Vclodty L(l~~ or He;td I'rc\\. Drnp I \'c]ndlr I.o~\ (,r lIead I'rcv•. Drop

Gah,fMin. FUSee. Ft./lOO FI. I'SljlO'J 1'1. I·, ISec. H,/IOO Fl. 1':-:;1/100 Ft.

50 0.55 0.02 0.009

I0.58 0.02 0.009

60 0.66 0,03 0.013 0.69 O.oJ 0.013

70 0.77 0.04 0.017 0.81 0.04 0.017

75 0.83 0.04 0.017

I0.86 0.05 0.022

80 0.88 0.05 0.022 0.92 0.05 0.022

90 0.99 0.06 0.026 1.04 0,07 0.030

100 I.10 0.07 0.030 I I.15 0.08 0.035

125 1.39 0.11 0.047 I 1.44 0.125 0.054

150 1.66 0.16 0.069 I 1.73 0.18 0.078

175 1.94 0.21 0.091,

2.02 0.24 0.103

200 2.21 0.27 0.12 I 2.31 0.30 0.13

250 2.76 0.41 0.18 2.89 0.46 0.20

300 3.31 0.57 0.25 I 3.46 0.63 0.27I

350 3.87 0.76 0.33I

4.04 0.85 0.37

400 4.42 0.97 0.42 4.61 1.08 0.47

450 4.97 1.21 0.52 I 5.19 1.34 0.58

500 5.52 1.47 0.64 I 5.76 1.63 0.71

750 8.28 3.12 1.35 8.~: 3A6 1.50

1000 11.05 5.30 2.30 I 11.).} 5.89 2.55


TABLE 40 - Continued

SDR 26

Flow I Velocity Loss of HendGals./Min. Ft./$tc. Ft./IOO Ft.

20 0.48 0.0225 0.60 0.04

30 0.72 0.05

35 0.84 0.07

40 0.96 0.0945 < 1.08 0.1150 1.20 0.14

60 1.44 0.19

70 1.67 0.25

75 1.79 0.2980 1.91 0.3290 ~.15 (lAO

100 2.39 0.49

125 2.99 0.74150 3.59 1.04

175 4.19 1.39200 4.79 I.T250 5.9g 2.6H300 7.18 3.75350 g.3' 5.00400 9.57 6.39450 10.77 7.95500 11.% 9.M)

204

CHAPTER V - DESIGN

r~/~s'/~

n

1.486v =

205

Wltel'e. v = velocity or flow, rtfsec

V is a special case or "v" rcprest:l1ting ,1 pipe

flowing rull or half rull

n ;;::: an empirical coefficient analogous to the C in

the Williams-Hazen formulas. Jt represents the

interior surface characteristics of the rip:: and

comes into use in dctc"rmining the frictional

losses. The greater the losses. the higher will

be the value of 11.

I' = the hydraulic radius of the wetted cross section

of the pipe. It is obtaincd by dividing the cross

sectional area of the flow by the wetted perimeter

of the pipe in contact with the flow. The units

are feet for hydraulic radius and wetted perimeter

and sq uare fect for area.

R is a special ease of r for pipes flowing half full

or fujI. It is equal to one-fourth tile inside dia

meter and measured in feet.

EQUATION X~

The relatively small concentration of solids ordinarily found in

and storm water is not sufficient to make it behave differently

water. For this reason, sewage is accepted as having the same flow

characteristics as water, provided self-cleansing velocities are maintained.

water, sewage \vill seek its own level when introduced into a pipe with

sloping invert. The attempt to level itself induces movement of the

sewage known as gravity flow. For simplification in solving the problem

sewer design, it is necessary to assume "steady') flow conditions even

though most sewers operate with constantly fluctuating now rates. Also,

long as the surface of the sewage is permitted to expand or contract,

it is considered "open channel" flow. If Opt.:!l channel flow is not the

condition, then the sewer is said to be flowing rull under head or int,:rnal

pressure.

Till' l\bnning Equation is based on tilt,; abov,: L"oIH..Iition of stt:ady

flow and opcn ch;Jnnei flow for the computations illvol\'cd in dctt:rminingdischarge or:! s,,"\ver lint:.

n + 41.67 + 0.0028S

1 n ( , I+ VR 41.67 + 0.0028\ v'RS,s, )

1.81

v

SDR 26 SDR 21Flow Velocity LO~5 of Head Pr~ss. Drop Velocity La,s or Hend Press. Drop

Gals'/},[in. Ft./S.:c. H/IDO Fl. PS!llOO FL FuSee. Ft./lOO Fl. PSI/100 Ft.

!ODD 2.98 0.22 0.095

I3.11 0.24 0.10

1250 3.73 0.34 0.15 3.89 0.37 0.161500 4.47 0.46 0,20 I 4.66 0.51 0,222000 5.96 0.79 0.34 6.22 0.87 0.382500 7.45 1,20 0.52 7.77 1.33 0.573000 '8.94 1.67 0.72 9.33 1.85 0.803500 10..13 2.22 0.% 10.88 2.47 1.074000 11.92 2.86 1.24 12.44 3.17 1.374500 13,011 3.54 1.53 13.99 :\,93 1.70--~

Xliller's hJrlllli!{i -

Where: V = mean now velocity, fps

R = hydraulic radius, ft.n :::= coefficient of roughness

Sa = slope of energy grade line. ft/ft.

TABLE 40 - Continued

12" IPS (ASTM D-2241)

EQUATION 88

At velocities above 5 ft/$t:c. (1.5 !11iSL'C) in PVC pip,-'. special consid~

c:-rJtion should be given to surge pressurcs :lJld conditions. It should also

be noted th:lt high velocities n:sult in high hcad lossL's.

Gravity Flow or Sewage and Storm Dr:linage ill PVC Sewer Pipe.

Hydraulic now research and an:J1ysis h:I\'t.: establbhed tllal flow conditions

:lnd ilydr;lldic slope in PVC gravity scw::r pipin~ syskms can be tksigllcu

I.:ollscrvatively Llsing the i\1anning's equatlOll. Kuttt:r's forillul:! was accepted

~s till' proper design basis for estimation or ()peJl-e11~1l11H..'1 now in the early

1900's: however. liSt: or tile formula was dillicult. Use or ~!allJ1iJ1g's cqU<'l~

lion has superseded Kutter's forlllula due [0 tile equation's relativL' Sllllplie~

ity. The coefl'icient of rou&hnc'ss (n) lIsed in both Kuttt:r's formub and

}'l<.!nning's equation arc essenlially equal for piping products cOilllllonlyused in sewer construction.

206

for half now

,", ("D"),- 43rea = a =

?lli1!.!OD 0.660' = 0.165'

(4)= 4 = 4r = Yz("D)

from 0.007 to 0.011. (See Bibliography items 7 and 39).

These relatively low values can be attributed to:

the non-porous, smooth surface of the PVC pipe

the low profile gap at the joints, and

rile longer laying lengths available in PVC pipe, resulting in fewer

wetted perimeter = ITD for full flow, ~,,,D for half flow

?07

CP...,-\PTER V - DESIGN

The long lengths with fewer joints actually contribute to a more

rrnd consistent energy gradient (slope), thereby reducing friction

losses and providing a lower value for the Manning's n [;Jetor. The Uni-Bell

Plastic Pip~ Association recommends that the value of the i\hmning's n

factor be 0.0 I0 for hydraulic design of PVC gravity sewer systems.

The USc of ;\iallning's CqLl~ltioll H1 design of ~l PVC gravity sewersystem is demonstrakd in the followmg e,';:lmp!e:

Ex~mpk: C~dL'ulate the velocity :J.lld quantitY of l'k)\v for 8" PVCsewer pip,· lAST)\) D3034 DR 35) flowing hall' rull with an invert slope or4 feet per 1000 reCl.

Product dimellsions (l\STM [)303~~ DR 35):OlJ = 8.400 ill.

l = 0.240 in.

f) = lD ~ on -2l = 7')2U7 cpo

lJ = ~.c_ = 0 (,60 n12 .

r = cross-sectional area -;- \vdted perimC"tcr or when r = R(IIal r full or rull)

R = ~'4D

Sol,"" both ways ror example:

7fD2 •-- for lull'4 .

s = 1~~~ ft = 0.004' 11 = 0.010

1.486 .,. = 0.0 I(j (0.165)"' (.004)'"

= 148.6 (0.301) (0.063) = 2.8 ft/sec. velocitv

H, - H2-L--s =

L ;:::: length oj' pipe section. ft

H1 =: IIp·stn.~~llll pipe elevation. f!

H2 ::: dO\Vll-~,treafll pipe dt:\"l.ltioll. rt.s ::: hydraulic slope, ftift

J) = inside diameter of the pipe. f1.

d = the depth of flow. Ft.a = the area of the wetted eross seetion flow. ft2

A = is a special case of "a" occuring when the pipe is

flowing full; ft2

D == pipe inside diameter, ft.s = the slope which is obtained when the length of

any straight portion of a se\','8f line is divided into

the difference in elevation between the beginning

of that section and the end of the seetion. It is

equal in most cases to the slope of the invert and

the slope of the llowing surface. The units used

in obtainirfg the quotienL or slope, lllU:-.t be the

same, usually ket.

EQUATION 90

R = D/4

Wiler,·:

EQUATION 91


Although not defined ill equation (;9. it is helpful to kllow t11L'SL'

additional definitions:

The value for n has been experimentally determined for all common

sewer piping materials. The value can be as low as 0.007 under laboratory

conditions and using clean water, or higher than 0.015 under less favorable

conditions and with rough surfaced pipe. 110st engineers have historicallY

selected n to be 0.0 13 for sanitary sewer Line when using the products

avaibble berore the advent of PVC sewer pipe. Studies in the laboratory,

and more importantly in actual usc, have found the value of n for PVC to

FIGURE 30 - HYDRAULICS U\: PVC SEWER FIPE AT VARYE~G DEPTHS

CHAVfER V - DES!GN

/ ...

I

1;' 1;1"I

" C()"~t~"1

A = nabs

A,

EQUATION 94

DEFLECTED PIPE

\< r2b

2a 1- -3'.

1)!:, I' I () II (!"u '.'

IIYOnAUlIC HAT lOS --- "'HI -5.\_V full 0 full

0,1 U·1

= 7rr2lTD:

4

FIGURE 31 - PIPE CROSS SECTIONAL AREA

=

A,

EQUATION 93

-- !1 v.,,,,,l,l. ;"i'll' <kpt],

'l~~(r !,''\'~---~~\1 D

\~ jJ

U:\OEFLECTED PIPE

'=r:::==P'r· I . I i I .

A,

I j' '\' "--[i--r-I-j-jI-T-~r;']~1 '--'---I-r-----i--p--i-r/rn:::(71--·-r+H

I '1 \ ',-, l if.J,-.I 1 ~".i L_r--'--i j ':"_ . iF -'I-L-+ -,! , • ii" I'Ll.-. I , , 'I X'UL. _,_' i. iii -'--'--i-Xiii I,.' I "I '--1------'-1-'-1 I i I •.---,- -;- --~ . i , ,

fi--FFFT:: :'+-1-"--' --1/;-1

~-i--~I-----~, f _l_/J!"r j

1 I J ;

10

09

"07

'10

"0,):'

(H

OJ

u;'

01

EQUATION 92

Where: a = cross sectional area of flow, f!~

V = flow velocity. ftisec.

Q ;;:; volume flow rate, ft3 /sec.

Calculation of Volume Flow Rate

o = OAo rt 3/SL'C or Q x o~(l.3 :: 310.0 tllOtlS~IIHI

gab/day

HA:'1DBOOK OF PVC PIPE

Q = av

= 1.,nQ-=) =, (iUlf>J))2 = 0 PI I' 2a ._, -4- I, 2) .' t.

o = 0.171 rt1 x ~.S (Ls:..',-' = LJAS f!3 !scc

For t!Jose GISCS whl'fl.' tkpth of rIow {(il 1:-> nol equ:l! to rull rio\\' (D)

or J,.; rknv n.,Dl. sel' Fir-urI.' 30. Thl.' ~r:IJlll \'.hl\..:h rcl:tlL';-; till' ratio or v/V

Clili. q/Q. rlill (or alA rulll 1<, cl/D. L'''" be 'N'd 10 alme al Iloll-rlill rIow

solutions. after ddl'nllillill~ thc V:dllCS at rull now.

It is n:cOlllll1l'!H.kd tl1at now vdol'ity in sanitary sewcr lilll's be notk'ss th:lIl .2 rtiscL' (0,(1 ll1iscc) for st:lr~clt:allsing action in the lillCS. SOlllCauthorities rnay reCjuirc 2.5 ft/Sl'C (0.8 l1l!s\:c) minimum velocitics, partiCll

larly ror storm sewers, At vl'loeitics above 10 ft/st.'L' (J m/sec) specialcOllsit!L'r:ltioll should be I;iH.'n to energy dissip~l!ion and erosion prevention.When slopes exc'~ed 20 Ih.:rl'cnt, pipe anchorag.e should be considel"l'cl. Toallow for future growth or lln~lI1ticipated flows. it is customary to sizesanitary collection sewers to flow one-hall' fuB at maximulll design inflow.

Tables 4~ through 50 afC provided for usc in dckrmination of velocity and discilarge Cor eacil size of PVC sewer pipe (ASH] D3034 DR 35)

at deCined slopes ancl Manning's n Factor values.

As flexible pipe is deflected. the cross sectional area of the pipe is

slightly reduced. Tile elliptical cross sectional area (As) after pipe ovaliza

tion will be less than the undeflectecl circular cross sectional area (A).

C = liD

HA:-mBOOK OF PVC PIPE

EQUHIO:\ %

":"i!':')j':'))

v ' Q IFt!Scc 11000 Gal/D:J.}"!

1.3999 II' 76.99221.8278 223.78452.2205 I 487.41882.5767 ) ~S3.74t)J

2_0933 i 675.2c~56.. ,I" I .. - ---_1.. __

)A-" ,\,\.3'7,\

O.3bb1.4313.J·~b

j ~

i 1.> ]...;

r~----~ :::--00--,j ----------,-- ---' -- -~ _!

84.6914246.1629536.1607972.1240

1545.41962654.1125

Q1000 Gal/Day

~; Reduction in Intern:J.] (to>.., Section::!l/\.fC:l from Circular to EHiru:.::ol Shape

ASTNl 03034 0 R 35

Jl ::: 0.010

vFt/See

1.53992.01062.44262.83443.18263_6434

FLOIV ClJARACTLIUSTICS -I've SHI'Ll( I'I!'L

2 FT/1000 FT

510IS2025303)

94.1015273.5144595.7340

1080.1378/717,12202(l'+() ,0 1.:W

s

Deflection (~;)

l·\Bl.!. ·12

TABLE 43 - FLOW CHARACTEIUSTlCS . PVC SEWER PIPE

S = 3 FT/1000 FT

3.5362

n ::: 0.009

4.04S2

\. I Q

Ft!Scc l 1000 Gal/D:Jy

UlJO I

2.2340 I2.71-W

3.14Q3 J

TABLE -tl

REDUCTiON IN CIRCULAR CROSS-SECTlOl\AL AREA BYDEFLECTING FLEXIBLE PIPES

CiVdTUt \' - DESIG:-i

468

10i2IS

468

101215

pvc

ASTM 03034 DR 3::;

PVC r-----~ ~r~filli;;---'-=[==_ll .. J2.:oI1J--·--C-----n : fUJI I ;

Sewcr r-y I (), I .\' I () i \', {),!Pipe 1 I-{,)(", IO(J() (dlby I,t/Sec 1O{)()(;al!J);JY I I (1St" IOO(}(,aLD;n\--,---~- -, .._'."_........_ ...._,~.,'- ~-'_ ..~---- ._-_._-,_._------ -----j

L'lliU! "i(I.:~U.'() 1,2573 (/1,1502 II J .j·un tJ2.:-:k'0!1.:\241 I 22.' ..'2.)() !.(}'!!? 200.()tl/2 1.·1°2": 102.71()~ I2.21:'\l I ~!0l)Al~/K l.{Jq~l<f ·U7,77.'~1 1.:)]30 ::'(l7.(J75:\ J

2.5-1.1 0,SI.92,S0 2..,1 4 12 7'13.7350 2.10.'" 721.570] I2.S,\7.'! 1402J)3':;{J 2.5<1t;(1 12(d.o.290 2.3(\~-+ 1147.11oi IJ.3CJ5.,>! 2407.0(1~L? 2.97--10 2167.073~; 2,7(J~P 1970,O(17t I

Sewer

Pipe

r-~·-~- -~

\/<12 _ h2

k =: a

CircLlllll"crl'IlCl' of cir:.:k.ill,

Unddkded pipe !D. in.I\.'rimdcf of dcrkclt.:d pipe. in,Elliptic function of the first killd of Ie

circle cross sectional :.:.r.:a. in~ellipse crOSS sectional area. in:

undeflected pipe ID. in.undeflected pipe fildius. in.deflected pipe long sen)i axis. in.deflected pipe short serni axis. in.

Where: C =D =

C =,E(k) =

Where: AcA,D =

I' =

a =

b

c = 40 E(k),

Cross sectional aren of del'lected PVC pipe is calculated based all theassumption that the perimeter of tht: dcrIect(.'o pipe and the circumferenceof the undel'lccted pipe arc equal (C = C ). Calculations involve a trial and,error computer solution, Cross sc:ctional afC~ r~duetion in deflected PVC

pipe is shown in Table 41.In using Table 41, two additional factors should be considered:

Flow capacities arc greater in PVC pipe by comparison withmany other pipe materials because of PVC pipe'$ better flow coefficients.

When considering dcfkcted pipe 1!owing parti:.lllY full. open

channel now throug.h all t:lliptical cross section will be better at S0111e

depths and poorer at otller depths due to variation in the hydraulic radius.

EQUATiO:\ '15

EQUATION '17

Wh:':Ia comp3ring detkctecl and tltH.1cfkckJ pipe. consideration must

be given to the pipe's internal circul11fer~nce. The follo\ving equJtions

"pply:

EQUATION 96

E()L!ATION ')7


5'-+7.;"j7,')

0.3bbJ .-1-313.14(,

j ~ - (,1

iL:-]";

~; Reduction in Intern:!) Cr0i.~ Scction:!lArea from Circular {O EUi;'tic:!.l Sil:lPC

ASTM 03034 DR 35

,JOJ520

303:'

2~

Def1cction (~:)

TABLE 43 - FLOW CHARACTEIUSTlCS . PVC SEWER PIPE

S = 3 FT/lDDD FT

n :::: 0.009 11 :::: 0.010 IJ :::: 0.01 J

\. i Q V Q V' Q IFt!S~;: l 1000 GallDay Ft/Sce 1000 Gal/Day FUsee! 1000 GaljDart

1.7110 I 94.1015 1.5399 04.6914 1.3999 'I' 76.992200' '0 I "7' 'I '4 00106 0 '61609 1 C'O-C' 0,' 78"_._~h "- ..).) ""t - •..' "'-'T.' "'- .<.>_/u I -_..). i.r )

2.7HO 595.7340 2.4426 536.1607 2.2205 407.41883.J4Q3 10S0.1378 2.8344 972.1240 2.576;) SS3.7..~913.53(':: I 1717.1229 3.1016 1545,4196l,0C)33 1 675,2·~5()4.04~2 j :(l ..t().OlYJ 3.643~1 I 2654.l125 3.3122 I 2";12.8255

REDUCTION IN CIRCULAR CROSS·SECTIONAL AREA BYDEFLECTING FLEXIBLE PIPES

468

lO1215

TABLE ~1

GL". iTER V - DESiGN

468

1012IS

pvcSewer

I'ipe

T,\BU. ·12 FLOW CIJ,\I(ACTUUSTICS . PVC Sl:\\'U( I'I!'L

S 2 FT/lDOD FT ASTM D3034 DR 35

PVC ~;; - ~O.()(jll-~[=-=--- I: ~~O.OI[J -==i----I1-·-(~~

Se\\cr \ f II I V ()' \ ()

~r--'-0.', I 1""0 '::" IJ", _ _!.-I/,s_,-,-J ..!.'!"lI...'.::"f.!'.:"., L_'_{'~:'_c_ woo (,.t! 1>,1\II I I'd J' • " lS-" q ;:;.., . 1'1 1 ~S1..\ (I It\ X.\.'(l !._. I.) (1 .J. 0._ J hA (l_.XtJ.)"

1:-:.2 \ I 22.'.\2:'(J I.Cdl? 200.<}OJ2 !·IQ2"': 1::'-:2.7 1<1;j2.21 \l I ~i0 A!~IK l.(N-li.f ~i37.77_'~1 1.0130 _'<17.Q 7::'h):.:.)~ (is .92,SK2..1J"12 7{)3,735() 2.1O,W 721.57:>] I2.o,\ I !-fa .U.L~q 2.5()?\(l J2(d.829 0 2.362"+ 1J·+7.11Si I3.30 240 .(;(>42 2.97~I::; 2167.0730 2.70'+"; 1970.0671

j-;;-"-':'\-'(1" - hO-

k '" a

CirCLllllfl.'rcllCt· of cir\.:k . Ill.

Undd'keted pipe [I). in.Pl.'ril1leter 01 den'~(lL'd pip:.', inElliptic function of the first kind of k

Where'. C ~

D ~

C ~,E(k) ~

Cross sectional area of dcnectcd PVC pipe is calculated based on theassumption that the perimcrer of the dctlect\.'u pipe and the circumferenceof the undeflected pipe are equal (C ~ C I. Calculations involve a trial and,error computer solution. Cross sectional areu r~ductio!l in deflected PVC

pipe is shown in Table 41.In using Table 41. two additional factors should be considered:

Flow capacities arc greater in PVC pipe by comparison with

many other pipe materials because of PVC pipe's better Claw coefficientS.When considering deflected pipe nu\ving partiallY fulL open

channel now through an clliptical cross st'l.'lion win bc bettcr ~lt some

depths and poorer at other depths due to variculon in the hydraulic radillS.

When;: A :;:: circle cross sectional ur2~1. in2

,A :;:: ellipse crOSS s'ectional arta~ in::,D ~ unclef1ected pipe [D. in.r :;:: un deflected pipe radius. in.

a :;:: deflected pipe long semi axis. in.

b :;:: deflected pipe short semi axis. in.

EQUATIO.\ 95

c, ~ 4" E(k)

C = iiD

WileTa comparing deneded iJnd lIIHJefkckd pip~. consideration must

be given to the pipe's internal circumference. The following. equations

~prly:

iL\:";DBOOK OF PVC PIPE

T,\l1LE 45. FLOW CIIAI(,\CTEIUSTICS. !'\"C SEWER PIPE

TABLE 46 _ FLOW CHARACTERISTICS. pVC SEWER PIPE

ASTM 03034 DR 35

ASTM 03034 OR 35

ASTM D3034 DR 35

S = 7 FT/1000 FT

s 0 8 FT/1000 FT

S = 9 FT/1000 FT

"

TABLE ~, . FLOII CIlARACTLlUSTICS . PVC SEWER PIPE

~'---R-- ..._.~-=; 0.010 n:: 0.011 I

1000 GallO:!.} ! Q 'V ~FUSee ) Ft/Sec ! 1000 G:lI!D~,y I FUSee 1000 Gal!D:.Iy

( r i; " ." 143.7':;25

I2.3522 J 29.3682 2.13S-t J17.6075 I_.01.'

3.412 417.0001 3.071 3 376.0201 2.7921 " '1 .>; ... ~

~~: .~-:~._ i-L145 (J09.99~,S I 3.731 I 818.9990 3.3919 ;..,...,.).,. ,) I4.810 {)-t9.9377 '-L3295 1484.9"+39 3.1.)360 13';'9.9490 I5.401 622.9()39 I 4.3615 2360.6()75 4.-;j'-)6 21-1-o.CJ61~1 !8.iSJ )[).1, .(J(J 31 ! ~'.5(,:;.) 40:;~L~23S l S.(j:--;q·~ I 3l\~·~,.(,):\1) ",

TABLE 47 - FLO\\' CH.·\RACTERISTICS ~ PVC SEWER pl.r'E

CHAPTER V -~ DESIG:<

TABLE ~9 - FLOW CHARACTERISTICS ·\'VC SEWER PIPE

U.ooq 'l_--~u.(;-l(-'---f----I!;: (Ulll Io IVI (l ~ ()

1000 (;;I!'lby I 1·!/Se1."!~ (;aliJ)~t_lt~~[ IO{)O (;;ll/!J;IY.

I: I I4 2.7()-lO 153.(11l72 I 2.514() I 13S.300·12,,;;-'{lU I 125.7277 1

6 3.()~1~1 -~,.j(l,(,,171 I 3.2:-;33 ·101.W;2-1 2.i!0-1S 3bS,-L\S(l IS 4.-131il W/2.S2W;' I 3.9}-\t\7 I 07S.S·f(,7 ::.(12(,] I 7'!5.\lS!{l'

10 'II') "'·"l'')7( 1('11.,.::;11')(.'7"711.' "1',')"''''' 1'1"1'::;''''1_. - _ {(L'.\l. I ' ~. 1_<,'_ • V ., ,J ~._, I! -+-t.'. _,{l_

12 5.774 MP.U(ll1~ 5.1973 2523.f15 i/7 4.7247 22li-L236! I1S (l.blO 0JS.71 0 5 5.()·19(1 -.!33,.f.J477 5.4007 _N~O.Lql

PVC L-Sewer i Y

Pipe! r C'Sn

I

~ "8 '

1011"1

. 15 IL_ I

PVC II ::: 0.009 I n ::;: 0.010 II - 0.01lSewer \ , Q ! V Q \ QPipe FUSee 1000 GallDay I FtjSee 1000 Gal/Day Ft/Sec 1000 Gal/Day

4 2.9635 ;6~~S8~ I ~.66~1 146.6898 2.4247 133.35436 3.8694 ,,70.1408 ,.48~5 426.3667 3.1659 387.606 I8 ~.7007 1031.8417 ; 4.2307 928.6575 3.8"16 I 844.23-.!1

10 5.4547 1870.8535 j 4.9092 1683.7681 4.46:::9 1530.698312 I 6.1250 I 2l)74.J615 I 5.5115 2676.7463 5.0113 2433AOc.j915 I 7.0117 I 5107.8419 I 6.3105 4597.0577 5.7363 4179.1434

83.9U2925gA041562)';227

102UA655lb22.2(}Jl.)

'_ 27S(l.O(l)to i

AsTM D3034 DR 35

ASTM 0303/, DR 35

ASTM 03034 OR 35

S = 6 FT/1000 FT

S • 5 FT/1000 FT

S = 4 FT/1000 FT

\ PVC 11 ::: 0.00911 :: 0.010

n - 0.011

1 Sewer V Q V Q V Q

! Pipe Ft/Sce 1000 G"l/D"y FllScc 1000 CaliDa)" FI/Scc I 1000 GallD~\Y

'I ~ I 2.4 I97 133.0797 2.1777 119.7717 \ 1.9797 108.8834

; D \ 3.1594 386.8078 2.8434 348.1270 :2 .5S.i9 316.4791

\ 0 , 3.8381 8~2.4952 3.4543 758.2-1,57 3.1403 689.3143

i 10 I 4,4538 1527.5455 4.0084 \137~L79(fl 3.6~40 I 12~9 .8099

W 5.0010 2420.3927 4.500 fl 21 35 .553~~4.09 I7 1986.8668

15 5.7250 4170.5354 5.1525 3753.4S19 4.684 I 'I 3412.2563

TABLE 44 _ FLOW CHARACTERISTiCS ~ PVC SEViER PIPE

1··-·.·---------· . .-- - - - ..j

I'\'e II ; O.OOl) Ill" O.IlIU i Ii D.OIl~t.\\l"t -,-- 0--- ~-l--'--(~~--··-~"'-v-'-'-"'~~---,,-

Ij"':"...I.~:J "~''.'''I!IJ''Y __I ,!S'~'.._\....J.I"lIl'~,II".'...'\ _J..'!:"~"~ ~~~'.!.:~.f.i)".':.I:, 2.20SS \.,1.,11,,1(, \.<lSSO IO'l..'.",[!\ 1.~07~ qq ..N(17

\

1\ 2),:--:.11 3S3.i05tl 2.50 57 317.7°5(1 2J5Q-2KS.QO.\S" .5037 7('<I.CIX"~ .>.1533 (,<l2.ISO'; 2.,,,,,,7 (,2".2"50

. 1 .Ol157 lY).LcI5\() 3.(}591 1255.0(J(1! \ 3.32(15 J j ..lO.()152I .5(,53 22 I(,JIO')J ,1.1007 1'1'15.\2S2 i 3.7352 IS13.752"1 .2262 3~07.160() -L7036 3.+2l1 ..Q.+) l ..L27C,O 311 ..\5

1..\95

I PVC L n ; 0.009~n = 0.010 ! n = 0.011

!s",,, ! V \ Q V Q V Q

IPip;,; I FtlSee 1000 GallO;!)' FtjSee 1000 GaUD;!! Ft/Sec 1000 Gat!Day I

- 1-~', I 1.9757 103.659\ 1.7781 97.793.1 1.010";D 2.5796" 315.8272 2.3217 2b-\.>~~5 2.110Gb 3.133S 6S7J::945 2.820~1 619.1050 256..+0

III i 3.()365 12-\7.2357 3.2728 I 1122.5121 2.(l753! ," \ .I{)",)"n ItlS')7 .... tF! ,-;'::;0 1-::'>..;.1JQ,u ~)}(){.lj ;~ I :',-~~, I " ~'~~"''-' I ~.~~ I ,,'-:'~~, -::.~:<,.,_.:...~1_.:.:•.:::.t.'-14'-":J~.,..:.I:::.O.,_ .. '" .. _0,0 I _,,Jp-,,,U) I .).,,_,~'"'

214

lL\t\DHOOK OF I've I'Wl

Tt\BLE 50 -- FLO\V CHARACTEH..ISTlCS - PVC SEWER PiPE given 8_pplication:

Integral Bell Gilsketcd Joints: General Slk'cifit:ation providedin UNI-B-l

lntegr;:d Bell Gaskctcd Joints and CoupLlngs -~ Pressure:L'N!-B-l (part). ASTM D3139

Integral Bell G3sketed Joints and Couplmgs >':on Pressure:U:\I-B-l (purt), ASTM D3212

Solvent Cement l3ell Joints: ASTM D2672

Soivent Cement Couplings: /\STM D3036 (sch::duk 40 :lI1dc- c,ol,)1

CHAf"ILI-: \' - DLSiG:-';

Selection. Sckction or propc-rly designc-u linings 1'01'~yst,'r- ~'.r'plk:ltions l:; l\'ndc1'l'd difficult in tk:t lIl:l1lY ;'Htin);!:'. ~lrt.:

manuL,:iUrcc! La meet proprktary spccil'it.::JtiuJl';, III t=';,:ncr:d, :\ST\1staJld~;rj,; :trl..' onl::.' :IV:Jlbbk fur SL'WL'r pipr.: filling" :!Jld ::,;:Ldl dialllckr

schc-uui-: ~W and SO filling:,. With SU III L' PVC pipt' prudtlCh, ,l-'ooli

pcrfornullce C;111 lw obt:lilll..'d with non~pl:ts{it- J'llllllgS !c:; .• l::l~l IrU!1I-Jllin;-, Oil A\I'\\'A C'JUO PVC pipe J_

PVC !\lUllkip:tl \V:ltL'l i\bill: C:lSt iron flttln).!.\ Il); ('I dJJl1,,'!!

""" .. d pipe. AIVW,\ CI lUP\'(' Pressur:.: Pipe: brgl' diallll'kr !Ittinl~~ \l'L'lll:lIlt1Ll(-

tUft'r':> spcciricatiollS (-f" to 0" 1l01111na! di;lllll'tLT)

PVC Pressure Pipe: small dialllL'tcr nttJn~~ sec schedule-W:lnd ~O spcciflcatiolls bl'low

PVC Pipe. Schedule 40: AST:\! D24(,(, (1/0" [0 0" llollli",,1di~l!l1l..'t('r)

PVC Pipe. Schedule ~O: ASTM D2467 (1/0" lo~" 1l0mill,,1di:imdcr)

I've Sewer Pipe: ASTM D3034 (4" to IS" Ilominal diameter)PVC Sewer Pipe: 8 in. and smaller diameler fittings arc

normally injection molded while 10 in. fittings and larger Sill'

may be either fabricated or injection molded, See manufacturer'ssp::ciflcation. Note: Consult carefully with manufacturer beforellsing fabricated fittings in pressure applications.

A!l/-,urtcllollce Scleclioll. Air and vaCllum release valn::s, pressurerelief v:llves) gate and butterDy valves, air vents, adaptors, castings)etc. are available in great variety. In many instances manufacturer'sspecitlC3.tions are required,Aggres.she Environl1lcn ts

Chc,',':ica/. In both above ground and ulH.kr-ground applications,

215

n '"- 0.011

\ r-- QF1'S~C I 1000 Gali£hy

ASTM D3034 DR 35S = 10 FT/1000 FT

I~ J 3.123S 171.8051 2.Si l~ 154.62·+5 2.5550 I J'+O.567i:l6 I 4.0787 499.361j7 3.670f) ¥~.f9.-L';110 3.3372 40S.5727

! 8 j 4.9550 1007.6567 ~L4595 97o.S Q I(j ..LOS";l 089.9009j 10 ! 5.7423 1972.0527 5.17.:iX 77-1.:)";75 ..} 70";'~ I J(\j3A977lULl::: 6.4563 3135.0415 S))J(J& S21.53 7 4 5.2024 'I 2505.0339I - ...,. C;"'j~t' <:; {) -\<:;7~': ---,~ - j ,,)~(;!) 7,.);)Ju .,)0-r,l..hd 6.6.1 ,1)..,-., __ ..,..' b.O", J ¥1-tO~._O,->

.:\PPL1C:\TiC)i"\ Pi{I.C:\UT[O~\S

In the tksign or PVC piPlilt: :-,y:.tl.'!ll:', ~:~',:eptt:d jlL!<.:'liCt· till-tales

\,.·{Jllsldl'falioll or par:llllt'll'r~ :ll1d tkSl;'::J ,.:ol1dillUn" prcs:.:ntt.'lJ III thb lbndbuok. DJrfc-rL'llt piPlll).!. Illatt'ri:ds, oi l'O\llsl', dl:.l)L!y SI,;!illt'h::lI11ly diflt'!"l.'lll

rl.'\pUllsC:i to aj!grL'ssivt' l'Xj10\1lJ'L'S, strl':-" applli,::dIUll, :llld :-tr;!!ll condillo!ls,

}-';llllillarily wIth :! SPI'(iJ'IL" piping prodLh:t lt~~ qu~!lltlt:", typic:d I'I'SpllllSI.'S,

:lnd pn!orm;IIH.T is, Imkc-d, illlPO!"l;!l1l to tilt' l·fl~~illt'l.·r :l~ hl' lIt'slgns a

piping ~.;ystl'lJl using a sp{:ciric product.To aSSIst tile l'llgilll:n ill the (!t.:\ii:n or P\'(' pipillt.' ~y~k!lls. :1 gl'IlL'l"al

sumlllary of n: co III JlH.'m!L'd :Ipplicatioll prL'c:llltl(1llS is jll'oVH.i',:d.

Product SelectionPi/h'Sc/ccIUJlL PVC pip:.:, ;l':':! lksiJ;!l;".'d produ\.'t. rnw:t be ust'll in

the proper application 1'01' WlJil'il it is desi::!ll'll. Insul't' LlI:lt the PVCpipe product to be used lws a Spl.'-:iril' produ,,'t specification:

PVC ,lunicipal Walcr ,bin: AWlr,-\ C900Gencral Purpose PVC Prt>ssuJ'c Pipe: f-\ST~I D:2241 (pressure

rated), CSA 13137.0, CSA BI37.3General Purpose PVC Pipe: .'1ST,,] D I 7S5 (schedule rated)PVC Gravity SelVer Pipe :md Drain Pipe: ASTM D3034 and

UNI-B4PVC Telephone Duct: 1\DIA TCIO. AT 8546PVC Electrical conduit: NEMA TC6: NDIA TCS, UL65],

CSABI96.1Joint Selection. The vast majority of sy'stem failureS experienced

through the years are attribukd to joint fJilure - improper assembly

or design. Insure that the proper joint design is specified for t11t~

[PVC I n = 0:009 I!$.:wer i v I Q -I

i h' ! ~'. J.-. • 1000 Gal'DJV-I ; .

ilA~-tDSOOK OF PVC PIPE

specific exposures to chGll1ical agents should be.: consid:..'n~d. (SeeChapter III - Resistance to Aggn.:ssivc EnYironments.l

Corrosion. Corrosion, due to aggn:.'ssivc soils. nggrt:ssive water,or electrolysis, is not a design consider;'llion.

Tempera/ute. PVC pipe is rat~d ror p~rforrnancc at 73.4 F(23 C). When operating temperature higher thun 73.';:]. F (23 C) isanticipated, PVC pipe response to thermal t'ffcl..:ts must t,e properlyfactored into SySt8r11 design. (S~c Chapt':.'[ III - Th~[l11a! Effects and

ChuQtcr V - Static and Dynamic Loadings.) When the PVC pipe isto be used in above~grol!nd applicmions at low rcmperatures [at or

below 32 F (0 C)l, protect the product from imp:t:.:t dam~lgc. Allow

ance should be.' made in dt.'Si~Jl for t'\pan:;ion :lnd conl.raction ifsubstantial varbtion in 0l't.'r:ltlll~ li...'mp-:rJtUl\::-' .... ;±!l hI.: antil'il'~llt'd.

As willi urIlL'!' pipe prodLlch. PVC pip;: should lh:: buried below tile

frost line.

l1io/ugica/ .-1 (tuck. This :lggr-.:sSIYt' t'xpo:;ure I" nol :t L1t'slgn con

sllkralion.

JI'nlfhcriJlg, \Vlll'll PVC pipL' is u\cd In !'nl1l:11ll'nt :llH1Yl'-gl'Ollnd

applic;ltions, COl1SillL'r proklting tlll' l)l!,~' IrOlll ulir;l-\'jp!l't r;llli;ltion

Is unl igh I),

/lhmsi()/I. Although not a SlIbst:li1Ii;d l·OIl\IL! ..,:r;llioll 111 system

design. allow:llll:e for \',irar SllOUld bl' 11l:!dL' wilen l'Xtl'l'lllC ;l!H:lsion is

:nlticipated (e.g., solid material transfer s)·stl'nlsl. i~orl1l;lI usc orckanillg toob need not be considercd a Si!;'.lliric4lnt soun:\,;' or abrasion

in the design of sewer or dr~lI:np,: Sy'SIt..'llb.

Design for Stress Application, Sys!cm tk::.ign must definl' a PVC pipe

product specifically manufactured to accol1ll11oJak allticipakd stress appli~

cations. Consideration must be gin.:n to planned stress conditions,S"'ess CUlIdi/iollS. PVC pipt" ill ulllkr~groL1nd appliccltions can be

exposed to the following stress applications:Flexural Stress due to earth loading

Flexural Stress clue to live loadin;Bending Stress due to beam loading

Bending Stress clue to curved alignmentCompression Axial Stress due to thrust under pressure or due

to thermal expansion

- Tensile Axial Stress clue to tlirust uncleI' pressure (solvent

cement joints) or due to Ulermal contraction

Shear Stress due to e\tt'rnal loaDing at rigid structures or at

216

C£' \l'TER \' -. DESIGN

br~Jnch connections

Hoop Tensile Stress due to internal hycrostatic pressureHoop Tensile Stress clue to internal surge pn:s:;u[C

Hoop Compressive Stress due to cxternJI prt.'55ure

Hoop Compressive Stress due to intern;;! \'8CUUJ11,

PVC pipe in above-ground applications can b::: exposed to most of

the J.Dove listed stresses plus some or all of the foliowing Stresses:

Bending Stress dlle 10 vertical displ:Jc.:merH perpendicularto the pipe axis (sag)

Bending Stress clue to displacement p:::rp:.:ndic'ubr 10 the pipe:l\is dlc:cku by thrust under pressure

Sh~ar Strl'~~; at pipl' :..;upports efJ't.'ctcd p~ cor::::.'In;,:u weight orp:p;,: and com'l'Y'l'd fluids

Flexur:d Stress dUL' to imp:!c( IO:lding.

h\·xurill.r.;trt's,\, f)CSh:lf, PVC PJPL' lksign for :lb()',~'-.:;r(JLll1d :Jppli

clIio!l:' rt'l:JtC\ prilll:lrily' to pip;,: stilTnl'ss ;,ll upn:ltn; tl.'lllpcr:ltun:.

In b~'iuw-grolllld :lppliC:!liollS. tit-sign llltlsl rcL!k to Pi;":..: sl.ifinl'sS :lnd

soil L';ldioJl, (SCl' C!l:Jptn V I.'iLxih!c Pipe Thl'()rJt':"i Till' el'rl.'l.tivl.'strl'i) ..:.:th or a pJpl..·-soiJ system using lkxibk 1'\'( pipe :;:1' l.'xt.'l'ctb the

strl'!l~tll pw\'jtkd by mallY rigid pipe products: hOwl..,:...·!'. the rolJowing prl'C;lutiollS are n:cOIllIllClldcdin sysk/ll tlL'::'lgn'

PVC pipe must provide sulTicienl piPl' stiffncs\ to assure COllShtt'llt pipe-:ioiJ Systelll performance. In P\T gra,.!ty seWer sys

tl':ns. minimum pipe stillness should be 4(1 psi unks5 spel'ificdcsi1!1l consiJerations arc provided.

Sufficient soil dCIlsity must be provilkd in PJr:..... embedmenttl

l

3ssure adequate pipe side SUpport. (Set' Chapter VI _ Installa[JOn 1.

- Critical soil densities must be provided in the !launchingZon~.

- Uniform longitudinal support must be provided by pipe bedding.

- Select embedment materials to provide long terEi soil supportstrength and preclUde migration of finc grained soil into coarser

cmb~dment material, thereby effecting loss of soil density andpipe sicle Support.

- At elevated temperatures [over lOa F (3S e)], PVC pipe pro

vides significantly lower pipe stiffness. Pre-cau.tio::5 should beexercised during installation.

217

H!u'\DHOOK or: PVC PiPr,

Bending Stress Design. PVC pipe di~l'!:ly~ S!i;l1ificant ad\'~lnt'J.g,e

over man)-' other pipe products in its response to bending stress. Theproduct will bend rather thun break. Howev::-r. the follo\'/ing pre

cautions are recommended in system clcsif.n:In above-ground appiicatiolls, provide- prop\2r supports at

correct spacing. (Sec Chapler V - Support Sp~h.:ing,)In above-ground applications, insure th~lt hc:avy appurtenances

(e.g., valves, pumps, etc.) art: supported inJ:.:pendently in the

s9stcm design.In be1ow-i;,round 3pplication:~. insure tint foul1cb!!on (when

required\ ~ll1d bedding provide s{~\bk'. unironn !ol1gilthJilwl sup-

port.Cumpressil't' ilnd Tensile .·1.l.!ul S'll't'S> Dt's!.;;'; lh:si~!11 to :l\' .....OJ!l-

lllOdate compression ami tCllsion ill :!\l;d :!ll,::n:ncnt b nul l:ritical

unkss subSlal1ti~!l V~lrj:l[ion JlJ opl'ratl!l:_' tt:Jllpn~dUrl' L~lll h' :lllliei

P~!!l.'ll. Whell t:xtrelllc kl1lpl'rattlrc V:lfJ:tlJul1 jllLh! bt' ~1((()llliYl\Hb[l.'d,

C:\l"rciSl' tlie following prcclllllons',In abo"l'-grotlnd app!lcaliolls, IlhlllT til:!! plpt: suppurts do

not n:strict lon!,:itudinal plPl' mO\'L'Jlh:nt.

In below-groulld applic:llIOllS, Whl'J] lhill!,: llll.'l!ltllll [0 l:ll'b,c

di:lfllder pipe C; ill, "Illd br~r..:r llomi!1~d di~lil1l.'!t:rJ. prnvidl' aliow

ance for expansion and contnlction wIth gaskl't jOlllts.In below-ground applications. Wlll'll using small di:11l1ctef

pipe (2\12 in. and smaller lHJllljnallii~nnt.'ter),:.!C(()fllllllHl:tlr..: ~xpan

sian and contraction with gasket joints if possible. \Vlll'll using

solvent cement joints, "snake" pipe in trench, (Set: Chaptl'r V ,-

Expansion and Contraction.)Shear Stress Design. PVC pipe provjdes sig,nificant protection

against shear breakag,':.;. When exposed to shear streSS, PVC pipe willnormally deform rather than fail in sh~~tr. To accommodate shear

forces, the following precautions should be c:\crcised:In above-ground applications, insure proper support configur

ation ancl spacing. Avoid substantial external Ioacling on the pipe

adjacent to a support._ In below-ground applications, provide proper bedding and

haunching at connections to rig.id structures._ In belo\'l'-ground applications. prevent settlement or shifting

of rigid structures to which PVC pip~ is attached.In below-ground applicatioJls~ provide proper bedding and

218

CTiAPTER V - Df~SIGN

haunching at branch and risc conn~ctions.

Hoop TCll.'i'iic awl Compressi!'£.' Slress Design. P\'C pipe clt:sign

fa ;:li;COmmoaatc hoop stress is b:'L:icJ on the ISO R-161 Equation,(Set: Ch:'lIHcr V ..- Internal Hydrostatic Pr;:ssurc.) In design. it isess~:.'nti:tl 0131 the correct PVC pip'c compound unci di:1h:nsion r:'ltioaft' SJ1~cificd. The following precautions are rccommemL.:d:

Select f:J.ctor of s:d'ety for hoop stress application based onlong-term { !00.000 hour; stress data.

(For pressure piping syskmsi, Sck'ct PVC ptpl.' compounu

wi!J;.:h provides minimum tcnsik strength or 700CJ psi (48.3 .\lP~t)

~1'~ di...'fJJji,:\~ in cell cJ:!\sificatJo:L (S,,;,: Chapter Ii ~ j,\-J~jkn:d

IJJup,~·nJt.'", I

1lUI pr'..'sstJl\' plPIJlg sysll.'llbl. IJ\\lll\' tlt:Jt ll]j:umUlll hydruS(;I[1I.: lksJ~:11 b:1Sis (1IOB) prm'idl'd by [lit.: PVC J1Lt\'.'n:d is 4uOO

{~7.(1 \!Pal.

\Vii;.'!! :mlj(ip;j[i!l~ Sl'Vl'l'l' surge (OndllJUlh ~t!L']l :1', III sC\vd~'e

luI',,·:..' lli;llll:-' ;llH] SCHill' llllllliclp:d w:lln 111:1111'., jllll"h.k !ll'l'L'Ss:!ry'

sur;:'~' ;dlp\\;JrHY, The design oj :\ WWA ('(lOU JlhiudD :1 suq!L'

:J11ow;1l1Cl·.

In pressure piPlll~ systellls, provide propn alr fl'lll'l' v;livesat ill;"':!! points to prevenl surge rd:lll:d tOl'nU:lpPl'd ;ur.

In prl'SSU1\' piping sys{eilJS, provide prl'~;":llrL' rt.:ll:...'J' valvcs 10

lIlSUf,.' that maximum rated opL'r~llilJg pn'::';SUl'e IS not l':\cl'eckd.

III 1'1\'SSllre piping :-;ys[ellls, proriJ...: vaCUUlll rcll:..'f valves to

prl'v;'.'!1t \'~ll,"llllm dcvl'!opnll'nl under l':\tr<1ordinary conditions.

fFor pressure piping syskms.) At anticipalt.:d oper<1tinh~

temperatllrl'S above 73.4 F (23 C). apply' the approp,iate designpressure dL'rating faclors.

lmpdc{ Stress DeS/~!;JI. Although PVC pipL' provide~ Sif:llificantI,Yhh;her impact strength than most competitive pipe prodth:b, nonll:Iicare must be exercised during installation and in the operation ofexposed systems, particularly at low temperatures, [0 aroid impactdamage. Th~ following prec~llItions are recommended:

Exposed PVC piping systems operating at temperatures

belo\\' 40 F (4.5 C) should be protected from impo,t damage.

When impact loading of PVC pipe must be accommodatedin sY'stel1l operation, specify hiL!h impact stn:ngth PVC pipe.

(Sec Ch:lj"Hcr II - PVC I\btl'rials.) Consult with !llJnUfaclurcr.

When installing PVC pipe at low tell1pcratures~ avoid impact

0'0

H ;\NDDOOK OF PVC PIPE

dam:.l.ge.Design for SI/'{/ill Accommodulioll. PVC pipe is not considered

a strain sensitive prout!ct. Accomlnod.8.tion of strain through creep

is a natural function of polyvinyl chloride. When designed properlyfor a glven application, PVC pipe will exhibit strain through creep

which stabilizes with passage of ;tnlC. resulting in the effective

termination of increase in strain.The product's c"pability to respond to stress application with

controlled creep provides significant benefits. The advantage gained

is similar to the advantage provided by the willow tree flexing in the

wind storm rather than falling with the stronger but more rigid oak

(JW which cannot yield to the force 0' thc' storm. Str"i" is" naturai

response of pVC pipe under stres;. Stuin" related to long!tudinai

bcndmg and pipe deflection in response 10 external load 'Ire tlle

prim"'Y s\rain design considerations. The following precautions

arc rCl:omnH.:nded:Do 110t attempt to prt.:vt.:llt controlkd ddkclion ill a huried

al'pIJcation. Deflection is essenld !lJ Ihe 10lld bClIring mechan-

ism. lkrkction is norlllally not a d~sii~ll considcr:ltioll ill prn;surc

pll'rng systems due to the relat!';dy shllllow burial depths and

high pipe slillness provided by p,,,,,,,c ratcd I've pipe (c. g.,

Pressure Class 150 A\V\VA C000).Deflection in PYC ~ravilY sewer systems (ASTivi ))3034

DR 35) should not result in prociuet failure tit levels under 30c;.

Recommended maximum cktlcction limit is 71

/:<'; for I'YC

sewer pipe. In systems using ASTivi D3034 DR 35 pipe, the

factor of safety against failure in ddlection exceeds 4.0.

General Design Recoll1mendationsFrosl Pel/elratiol/. pYC water pipe in buried applications should

be protected from freezing. Insure that the prodUct is buried beloW

the frost line anticipated. As with other piping materials, PVC pipe

can rupture wilen water freezes in confined conditions (e. g., valves

closed at both ends of a filled line). When thawing frozen PVC water

lines, avoid damage to the pYC pipe with excessive heat. Do not

expose the pipe to open flame. Frozen lines may be thawed with

steam jets; however, the lines must not be under pressure during the

steam thawing process. Increased earth loading from frost penetra

tion is easily accommodated by PVC pressure pipe. Beam bendins

220

Cl!/..FTER V - DESIeN

action due to frost hem'a] '.vill not cause brc<ikag:; common to many

pipe products.111:-:;h lVater Table or Wet Conditions. PVC pipe is well suited for

use when buried below the anticipated ground water table. The fol

lowing precautions tirc recommended:

If possibk, de-water the trench before installation to provide

proper working conditions and stable trench conditions.

When installing PVC pipe under water, insure proper pIpe

embedment.

When PVC pipe is installed below anticip:ltcd water table,

s~kct only imported bedding :'!11(.1 !launching mah.'ri~l!s rh:'it arc

compatible W1111 the ll~ltivc soil tilUS prevcnting migration into

the voids 01' tllt.: cmb~dlllellt or trench soils, thereby destroying

pip...: side support.

PVC pipe is buoyant. The PVC nntl'ri~J is heavkr thall w;.Ht.:r

(Specific Cravity 1.40): howl'vcr, till' pIp': witl fl.':ldily float ifnot filled with wakr or wl'ightl.,'d~d{lwn \vith badJill lllateri;.\l.

Prevent loss of COJllplL'kd pip:..' embedment through notation of

til<.' pipe whell llsing flooding or j:..'! ting Illdltods for soil COllSU

lid;ltioll. Sand bags ill;l)' be llsed during instaibtioJl to prt.:ventpipe flotation.

J/(J!l//(J/c COl/l1ee/iolls, PVC gravity sewer pipe with inkgral bell

gaskckd joints C.:lll easily lilllit ground water infiltration to 50 gallonsper inch of diameter per mile per day (4.6 l/llllll of diamcLer!

km/Ja;.·): however. proper manhole connections arc essential to gooelsystem performance. The following precautions arc recommended:

Insure stable foundation and bedding for the manhole alld

connecting pipe to prevent shifting which could impair Connec

tioll integrity.

Usc a water stop gasket produced from clastomeric material

that prevents leakage while permitting longitudinal pipe move

ment.

Use a non-shrinking or expansive type grout for making con

nections of pipe and waterstop to manhole walls.

Serrice alld Laleral COllllecliol/s. PVC pipe affords ease in mak-

ing line conn'~ctions. The following precautions ar~ recommended:

- 1.n gravity sewer lines. use proper fitting or saddles at service

linl:. branch) or lateral connections, Cut hoks in the sewer main

line: with a sharp hole saw or cutting tool.

221

223

CfPJ!TER V - DESiGN

"ASME Guide for Gas Transmission and Distribution Piping Systems." AmericanSodety of I\1echanical Engineers, New York, N_Y. (19731.

4~ "AWWA Standard for Polyvinyl Chloride (PVC) Prcss:..:rc Fipe, 4 In. through 12 in.,For Water. AWWA C900." American Water Works ..\s:::ociJtion, Dc:n'ler, Colorado(June 1975).

:lnd DcOcctjOJl Cuutrul oJ LhHi:.:J Sted Pipe SupportingAlll~ricall SO;"·H.:ty for le:,tl!lg dud \bterials, Pro.:. 57

"D<::'iJL!Jl

LU:/lls."5. Ibrn:Hd, R. E.

brtll .:J.nd Live(19571

CHAPTER V

BlDLlOGflJJ'llY

"AGA PJ~stic Pipe i\Ianual for Gas Service." Amcricc'.!i G::5 Assuci:1tion, Arlington,Virginil. Cat. No. X50967 (April 1971).

Airpori Rumvay Depth of Cover Tables, National Corrugated Sted Pipe Association, ShiUer Park, Illinois.

6. Bi!;!ltlp. R. R. "The Struc{ur;t! l'erfOflll:lIl(l' or Pulynnyl C1dofldl' Pipe SubFctedto Extern:!! Soil l'rl'~~ures." UlljlU!l!lS!H:J .\bskrs Tj;;;'~j:;. Ut;dl StalL' UniverSity,Log;m, U!:J11 (tiLly ItJ73).

7. Bisllllp, l{un:lld R. ;I/Hl Roland W. JepPsoll. "llydrau!J.: Ch;:r;u.:tenstk:-. or PVC Pipein S:llllLlry Sewer!;." Ul;lll Slate Univeliiily. LOg;lll, Ut;ilL tS·,:pl. Jo-;S).

8. Chall!::, F. S. C. "Predictioll of JOlll~'limi.' pipe burs:tn:; slress fwm short lillletests," Suclcty or Plastics Engincers. 271h AlJllu;l! Tt~bnl,>,d Confercllce. bpcrsVIS "by 196\)) 1'.154.

9. Cohn. \lorris 1'..,,1. By the Magic oj' Chemistry: PI)1£: LinC} ;;11' Progress. eCl't:tlll-tcedProduct:; Corp., Valley FOJ'gc, Pa. (j975).

10. Design (lnd Coustruction oj'Sallitm]' ([lid Sturm Sewers. ASCE ;\bnual and Reporton EnglIlccring Practice No. 37. (WPCF i\lJnual of Pra>:ticc No.9). AmericanSocictv o{ Civil Endncers and the Water P'Jllution CQntrol Fedcration, Ncw York,N. Y.(1974). '

11. Findlcy. W. N. and J. F. Tracey. "16 - Year Creep of Polycthylt'nc and PVC."MRLE - 88, Ei\1 RL . 57. JVlakria!s Scienccs Program. Brown Univcrsity, Provi~dence, R.1. (November 1973).

12. "Flow of Fluids Through Valves, Fittings rlrld Pipe." Tedmical Paper No. 410,12th Printing. Crane Co., Chicago, Illinois (1972).

13. Handbook 0/ Drainage alld Construction Products, Arm.:o Drainage unci Metal Pro~ducts, Inc. Middletown, Ohio (1955) p. 554.

14, Handbook of Steel Drainage and HighlVay COllstruction .Products, American Ironand Steel lnstilute. Donneliey and Sons, Co. (1971).

222

At aU brunch, service, and l:1teral connections in both nonpressure and pressure systems, provide proper beddi.ng and

haunching to prevent excessive shear stress.Service line connections into PVC pressure pipe may be

accomplished with tapping sadJL::s or, in certain products,through direct tapping. Sec mrii1ufacturer's specifications for

tapping saddles; insure proper design for PVC pipe. Direct tapping of PVC pipe is limited to heavier wall sizes of AWWA C900i~ipe product. Refer to pipe manufacturer's recon111lcntlations.

(See Chapter VI - Service Connections.)Pipe Storage During Construction. PVC pipe unless specially

formulated for expusure to ultrJ.-vlokt r~ldlatiun, SllOUIJ IV,,! beexposed long-term to direct sunlight. (S-.·;;,; Cllapkr 111- Wt:~ltheri!1g.)Normally, PVC pipt' in storage exposeJ to dircd sunlight 1'01' lessthan six months \vill not suffer signifI-:-ant loss or impact strength.If long~term exposure is necessary, protect tilt: product from SLln~ilgllt. (Sl'L' Chapter VI -- Storagt: and Handling.l WhL'1l cOllsidt.'rillg

tillle limit for prolonged t:xposed storage, obtain lllanllr~ldtlrt:r's

recomlllC nd a t ions.Initial rljJe Filiing aI/(/ .)·[(lrl~lIf). PVC pn::,>,-;url' piping systt:lllS

should be (\t:signt:d to aCCOlllll1odai-.' illtt:rnai h)/drost,ltic pressureand operational surges with atkquatc f:H.:tor of safdY· Few prt:;;>surcpiping systems, PVC as wdl as otbcr products. can be designcdeconoll1icatly to accolllmodate abuse during line filling, and starl~up.

The following precautions an:: rl'COllllllcndcd:Insure that proper air relief vJlves arc jnst~llled and functioll~

ing properly at all system elevation peaks.Purge all trapped air at hydrants and deadocnds.Fill line slowly. Flow velocity during initial pipe filling

should not exceed 2 rt/sec. prererably not in excess or I rt/sec.Do not place line in service until all inspection and testing is

successfully completed.Close valves and hydrants slowly when flushing the line.

JU,,!'iDDOOK OF PVC PiPE

28.

16.

20.

"The Na lwt' of Ilydrost;J! Ie Till1c-to·l{upt ure P!tltS. PPI lechlllc:;d j\plC'. PI'l·T:\ 7."P!:rstic:; Pipe lnsilllltc. 0t'W York, N. \ .. (Sept ll}73l.

Neale. Llwrcllcc C. 2nd Robelt E. Price. "Flow CI!'lrill..'lcrbtics llf PVC SewerPipe." ASCI~. JOUIll;r! u( Silllitary f:nl;lllL'crs DI\'. PlOt'. YO Si\3. 109 (j~164L

Nesbcitt. \L D. "Long·life Safety or PVC Water Pipe." J\lodcrn Pbstics. L\t:w \'ork,N. Y. (L\u\,. ]lI75).

Mo:;cr, A. J' "Call Pl:!:-;ll<: Se\'l{,.'r Pipe.: Ik Illstalled \VlllJ 100',,: COlilhkil'k'I,.'·.'" I're:-.cn.t,Jtlon ,II Iii:: b~\th An!l\d l\kctillg of the ASSE, Nt.:w OrkllJs. LL l()~t. Iq7~·f}.

Mo~;er, A. P.. Ie K. \\·;Itkill:\, alld O. K. ShllPl:. "I)c~;ign and I'nlorlll:!l1Ct' or PVCPipc~ Subjc;,;ted to LxtCfll:r1 Soil Prcsslllt.:." Buried Stru;,;turt':, Llbpl;llory, ULJ!lSt:ltc Univcniity. Logan, Utah (.June jW/tl)

37.

39.

36.

38.

40.

41. Nesbcitt, W. D. "PVC Pipe in Water Distribution: Rellabillly ~lJ1d f)ur~lbility."Americ.m W3!er \Vorks Association Journal, v. 67,110. J0 (1975) p. 576.

42. Newmark. l\. ,\1. "Influence Charts for Computation of Stresses in EJastic Foundations." Ulllvcrsity of Illinois, Engineering Experiment Station, 13ulle till 338 0942).

43. Pannaki'lll. J. "Pressure Surges at Large Pump Installations." TrailS. ASi\JE,75:995 (1953).

44. Pannakiafl. J. Water Hammer Analysis, Prcnticc-l-!:dl, Inc., New '{ark, N. Y.(J 955).

35. Molin, J. "hinciplc~ of Calculation for UllderbfOuno Pla~li-; Plpe~; ~ LUJd, D,.":fk\:.lion, Strain." ISu/le 130/\\'(;6 (S\veden - 3) ~f7 (Jan. 1971)

CHArTER v - DESIGN

Manual of Recommended Praclice, American Railway Engineering /\S50C., AREASpec 1A-28, Chicago, Hlinois.

225

~1arston, Anson, u.nd A. O. Anderson, "The Theory of Load:; on Pio;::s in Ditchesand TeSt';; of Cemcnt J.llJ Ciay Drain Tile and Sewer Pipe." Bul. 31,10',','<1 Engineering Experiment Station, Ames, 10w:I, 1913.

34. Mudcm Plasrics Lncyc.Ijpcdiil. h~iUt'd annually by Modem Pb~>lit:s. ;\kGr:l\v.Hill,New "lurk. \, Y.

L "fvlaintcl1;'HlcC and 0rtratioll of G3.S Systems. A.Jmy TI\15-654, NA\"F/,.C - MOJ20,Air Force AFM 91-6" U. S. Government Printing Ofikc, \V::;shingioil, D. C. (No~·.

1970).

CHAPTER V


45. Perry, John H. Chemical Engineer's Handbook, 3rd Edition, McGraw-Hill, NewYork. N. Y. (1950) PI'. 377 -- 387.

46. Pipe F'rictic1l! J/a!lual, 3rd Edition, l1ydr:1Ulic fnstitute, l\C\\i York, 1\. ) .. tJ961).

K

f!l'

i:

tf~:~'

!

!f,t!~,)(

IIBf,

Killeen, N. D. and J. S. Schaul. "~\'lethod of determining hydrostatic design stressesfor PVC pressure pipe." Interpace Technical Journal, v. I, No. I t196.f) p. 17.

Kolp, D. A. 'Water Hammer Generated by Air Release." Colorado State UniversityThesis, (August 1968).

30. Uu, Henry. ;'.\lanning's Coefficient for Smooth Pipes." ASCE Journal of SanitaryEngineer. Div. Proc. 98 SA2, 353 (1972).

29.

224

CHAPTER V

lamon, J. L. ;llld J. 1\loltll. "Practk:d EXpc.:f1CI1Cl.';-' w1l11 Hun~'d Scwel PljH':\."S(llllhhalllpton Ln);lanJ ConierelH.:t:. C;l~t: Study·\' (Sept. IlO'::.}.

21. Jeppson, Roiand W., Al/alysis of Fi{m' ill I'lll!' Sdworks. Ann :\rhol SCll:llce,Ann Arbor,l\hdllt·,-.lll (lln7l.


',"I JL'pp~lln, Robnd W.. Curdon II. FlaI1Hlll:'l. (;:llY Z. \\;ltlcr:-.. "b;pl,.'rlfllcntal Studyof Walcr Ibmmcr ill Buried PVC and 1\:tllla:;[ran'i~ PlllCS," lkdl W:lll'l l<t'sc:ndll~lhor;ltoryJCollq:.c or Enginel:ring. Utah Statl' Unl~'ersiIY. LO~:llJ. UI~111 (April

1(72).

23. Kern, Robert. "How to Compule Pipe Size." Chernleal Ellg.ll1CCrlnl; (J:tn. ]lnSl

1'.115 -- 120.

24. Kerr, S. L. "Effect of Valve Actiol1 on Water llammer." AWWA Jourual, 52:65

(1960).

25. Kerr, S. L. "Surges in Pipelines _. Oil and Water" Trails. AS~lE. 72:667 (J950).

26. Kerr, S. L. "Water Hammer - A Problem in Engineering Dcsig.n." Consulting

Engineer (i\hy 1958).

27. Kerr, S. L. "Water Hammer Control," Journal AWWA, 43:985 (Dec. 1951).

Hermes, It M. "On the Inextellsional Theory of Deformution of a Rigllt CircularCylindrical SheiL" Presented j,t West Coast Natio1i3,J Conrer~n:'2 of tht: /l.pplicdl\1echanics Divisioll, AS:'v!E (June 1951).

Howard, A. K. "Laboratory Load Tests on Buried Flexible Pip~, Journal AWWA,

(Odober 1972 1.,Howard, Amster K. "i\lodu!us of Soil Reaction (E') Values for Buried FlexiblePipe." Journal of the Geotechnical Engineering Division, ASCE, Vol. 103, No. CT,Proceedings Paper 12700 (J::in. 1977).

Ilucks, Rober! T. "Design of PVC W~!Ic.:r lJistributiDll Pipe." Civil Engine.:enng,ASCE,42:6;70(JUlle.: 1972). pp. 70 --7."\.

J9. ilu<:b, Robe.:rt T. "DesIgning PVC Pipc lor W;lter _lJl~tribu\.iml SY',[t:fll~." J\}ufll~dAWWA, (A:-1~i3 {1(72).

1,<,,'.

17.

15.

HANDBOOK or pvc PiPE

HA?<DDOOK DF l'\"C I'il'E

CHAPTER V


Cul'/(~rts.·· Bulletin 153,I,


Sp:mg!el", \1. G. "The SlfUclur:d DeSIgn of Flexiblefuwa Engineering Experiment Station .•Ames, Iowa (1

69. Shtl1dlfnl Spccijfeilfi(J1l j(Jr Puhlic Il'lJr!(s Comfrucrioll, A11Jc, !t'all PLlblk' Work'.ASSOCJ:I(IOIl ;md :\~~ocl;I(ed C;clleral COlltr;li.;tl,ll'~. Los /\ngelL':,. CdifofJlI;1.

71. "Swnu;lrd Test ;VIethod for Short-Timc Rupturc Strcngth of Plastic PIpe. Tubing~!Il:l f'lttinp. j\STM D1599." American Sodcly for Testing alld Materials, Philadelphia, Pa. (1974).

72. Streeter. Victor L. Fluid Mechanics, 2nd Edition, i\lcGraw·]-lill. Nev,' )·ork. N. Y.(195,) p. 175 - 107.

66. "St3iJdard ;\L.;thpd fllr Obtal!lim~ J!vdrusl:l[J(; [Jesl!.'.!l J.:;;!~L lUI '/ hCfl1HJPbstk PJnl'Materials. AST:Vl D2~U7" Amerlc;;n Soewty fur ·Ii:stilll~ and .\blt:rJ:d~. JlJJibd~Jphi;], P;!. (1\)]0).

Spangler, i\l. G. :..tnd R. L. ll<lndy, Soil Engineerilig, lntext l:ducatio;d PubL, NeVi'Ymk,N. Y.(1973)_

73. Strc'2ter. V. L. ,IIll! E. B. Wylie. !/vdraulic Trawiellls, McGraw-Hill. ;\t:w York.,"- y, (1967).

6~k Sprinkler frrigmiull Handbook. The Irrigation Association. SHvGr Spring. MJfyland.

65. "Stand:lld :'krhod of Test for Tirne-To·Fal!url' of Pl;!$tic Pl));~ Under Long-TermHvdrostutic Pft')~~ure. AST!\l D15 l)3.'· :\.llH..'rkan S(Klo.:tv fm 1,.'\;iIV~and ~bt{;rb]$.Pl~:J,·tH·1L;., f', (I in(j) • ~~ ", ... ~ f· I ",.. "., --, .'

70. "S(al1l!:nd SpC(lfJca(IOl1 rol' Type PS,\II\ll,Y (Vinyl Chloride) (I'VC) Sewer Pipe andFit tH1!!~. AST,\I 1)303·1." American Snclt'ty for Test ing alld MatefJals. PillladeiphiJ.p;:. (l974l.

C/l/i.f'TER V - DESiGN

67. SWlldiJrd .'''!It'e1jlCl/fion jor IJigl!\\'a)' !fridge.... , Anlerit:;~\l :\\'.\l":l~~{](lll of '\\;llc lJl~h.\\;:y (}frICI;d,~. \\';ls!lIllrtPll, D. C. (j \)bi )}

60. "St;lIld:Jld '\i1t:CIJh':;I{IUJl for Poly (VJllyl Clduflde) (I've) PL!'.th': PIPt' ISDf{.PJU.A:-;T.\l D~'::·:'l." t\mr:rk:ll1 SUcletv lor lC:';(1l11: and ,\Ll\elDh, Pln!:l\J::jp!lI::, P:i.( ! (76), -. .

CHAPTER V

74. Symons, Gcorg..c E. "Dcsign and Selection: Valves, Hydrants. and Fittings. Manualof Practice Numbcr Four." Water and Wastcs Engineering. Dun-DonneUcy Publish.ing Corp" New York,?', y, (May 1968),

75. Symons. George E. "Water Systems Pipes and Piping. Manual of Pructice NumberTwo_" Water ;md Wastes Engineering. DUll-Donllcllcy Publishing, Corp" i\~w York.N, y, I}loy 1967),

Ul1i.!lt:llI'J;i:;tlc Pipe A""ul;'ta-

" Ulll.lh:J! Pi;l\tic PqH: A:-",11\:ia·

Works." Creal L:d:l'\·Upper i\lississippiAlb:lllY.?\. Y. (l l17\ l.

226

Hydrostatic ::>trcngtlls of Thermoplastic Pipe,"Association Plastic Pipe Sympo,:;iurn. Arlington,

I!

I,!

![f

Rcinh~lft. Frank W. "Long-TermProceedings - 4th American GasVirginb. (1973).

Rcinhan, F. W. ·'Lons.term Working Stress of Thermoplastic Pipe." SPE Journal,

v, li,no,SlAugust 196I)p, 75,

Reissner, E. "On Finite Bending of Pressurizetl Tubes." Journal of Applied i\lc· .chanics Transactions of ASiv!E. (Sept. 1959) pp. 386 - 392, ~"

ft'

Sansone. L. F. "i\ comparison of short-timc \'crsus long·time proper tics of plastiC "pipe unJcr hydrostalic pressure." SPE JoufJl',ll. v. 15. no. 5 (;'lay 1959) p. 4iS. j

"Recommended Standards for SewageRiver Huard of State Sanitary Engineers.

"Recommended Standard Spt'dJ"ication for Polyvinyl ChlonJe (PVC) Pl:',sticGraVIty Sc\vcr Pipe and Fillill~s. U\'I-B-1-." Uni-Dell Plast!( Pipe Assocatioll ,

Dallas, Texas (1'177),

"!\ccn;lHllCnded Service (lkslpl) hl(tur;.. fur !'r\:\:-urc Apr-Il>.:;t[lom or TltCfllWpbstic.: P1PC ~latefl~d~. PPI Technical lZC;lurt. PPI·TR ll." Pb"t1cs PlJll~ lnstltute,

~t'W York,:;. Y. (August 1973).

"I've PIP\.' '1 cdwology Sen'liI t; the Waler IJldt1:;try."tlOIL D,db", Te;';;IS ([077),

"I've l'ljlt' 'I t'ciuwlOi-'Y St'l\'lll\:; the Sewer Illlhl\(f:IIOil. U;db:-.. Tl'xa:-. (I W17),

"PVC PIp:: (ur Water DlstrihutlOll Sys.telll:-'." Tedllllc;d J{::pOll, InJ'tHlll:lllonprt';;'t'nlt:d by th~ PJaslil;S Plpt: Illstitute to AW\\ A St;ul,brd\> (Ull1ll11ttCe

Oil Pbs·

Ilc l,!;)c, CiJl"::lrO, IHlllOJS (Junc 1t)72).

61.

60,

59.

58,

;) f.

56,

55.

5..\,

5.' .

52.

S1.

~~7. PifJcliJ1~; Design fol' Waler and Wastev,'Jter. Amerk::n Sodety or Civil Eng!necr$,

New York,?', y, (1975),

48. Plastics Pipi!!g Manila!. Pbstic~, Pipe Institute. New '{ork, N. 'y'. ;1976).

49. "Poiide$ and Procedures for D,~vdoping Recon1Jl1c!l(!t:d l-Iydmst~1tic Design Stressesfor Thermoplastic Pipe !,,1aterials. I'PI Technic:.!! R.:port, PPJ-TH":;.'· Pht~tics PlpeInstitute, N~w York, 1'1. Y. (June 1Y7Sj.

50. "Poly (Viny! Chloride) (PVC) Plastic Piping Design and Ios-ulbtion PPI Technicall~er()rt, PPl.T!{i3'· Pb~;tk~, Pipe Institute, :';',:w }·o:k. .N. "y'. ! ..'\\;~. [~)731.

1'('lHL'roy, 1Z. U, "Flu\\ Vdocltie;; 111 Sm;dl Sl'wt:r~~." jouf'd \\,PCL Vol. 30,

~\ll. (I tSept. 1'lb 7).

H./j,.NDBOGK OF FVC PiPE

CHAPTER V

UlBLIOGRft"..PHY - Continued

127

67. Stalldard S/'t'cJ/i'caliui! Jor IJrgItH'{f,\' Hri(~j;cs, AIJll'ficall i\;;~()(:iall()ll of St:rtc IJit:b.W:!j' Ot'ficJ::h. Wa<,hillgtoll, D, C. (jlJ{J(ll.

68. "Stand:ild ~pt:CJn;;,ltlon for Poly (VlllyJ Cldorltk'J (PVC) l'bsti;; Plpt' (SV1U'iZl.i\ST~1 D.:'2:,j ," AlllCrJi.:.lll Soclcty lor Tcsllllt~ ,illt! M;!tcr'I;!ls. Fllibd:.:Jpltia. 1\1 .(I "7(,),

IHBUOGRft.PHY _. Continued

64_ Sprinkler irrigalion JJandbook. The lrrig,ation A~::;ociujioil. SiJv-::[ Spring, t.'brybnd.

CHAPTEI< V'

62. Spangler, ,\1. G. "The Structural Design of FJe:dblc Pipe Culverts." Bulletin] 53.Iowa Engin;:::.;ring Experiment Station, Ames, iowa (1941).

63. Spangler, 1,1. G. and R. L. Handy, Soil Engineering, lnl-cxt Educationa! Publ., l\'cwYork, N, Y. (1973).

71. "St,lllu,lrd Test ;"lcthod for Short·Time Rupture Strength of Pbstic Pip''::. Tubingand Fitting~. ASTi\1 D1599." Amcrlcan Socictv for Testing and Materials, Phila-delphia,P;;.(I074L .-

72. Streeter, Victor L. Fluid Mechanics, 2nd Edi1Joll, McGraw-Hill, New )·ork. N, Y.(1958)p, /75 -187,

73, Streeter. V. L Jnd E. B. Wylie. Hydraulic Transients, 1\lcGr;lw-1lill, ;'<cw York.K Y, (1967).

70, "StalhJard Sp.:dflc:ilioll for Type I'S\IPoly (Vinyl (,hlondc) (PVC) SGwer Pipe andFittin)!s. AST;-"l D3034." American Sodety for "Tcstlllg :Ind ~hJterials. PhilaLlelphb,1',1. (1974 j,

69, Stiln(/ard .)'pt'Cl)'lcalion FJr Public Works COlls!rlle/ioll, j\n1l'ric;11l Public Work:>Assuciation ;H1d AssocI,lted Gelll'ral ('O!l\i;l!..:lors_ Los Angeks. Cdifornla.

66. "St:llltbrd .\kUlU:.l fur Obtaining llydru:.l;!tic Dt.'Slgfi l.b"lS lu! Tlier:nopi:lstit; Pqil:i'.btcriab. ASTi\l D2;)37" Amcl'ii.:;.l\l SocIety fur lc!'.{lIl~ illlJ hbte!bl~, Pllihtdel-plda, P,L (19701. ~

65. "Standard 1'.l;::t!luJ of Test for Tlllle·1o·Failure of PiastlC Pipe Under Long-TermHydrost;,tk Prl':;surc. AST!\i D 159S. -. Amcric~!f1 SUCil'ly for T'~~ling :.tnd i\lat!'fi:.ds..PhiLlddphb. P". (i 976).

CHAPTER V - DESIGN

74. Symons, George E. "Design and Selection: Valvcs, Hydrants, and Fittings. Manua!of Pr::Jcticc l\umbcr Four." Water ,lnd W::JSlcs Enginecring. Dun·Donnelley Publishing Corp., New York, N, Y. (May 1968),

75. SymoIlS, Gcorge E. "W::Jtcr Systcms Pipes and Piping. rvlanual of Practice NumberTwo." W<Jtcr and Wastes Engineering. Dun.Donnclley Publishing Corp., ?\~W York.N, Y, (,\Iay 1967).

American Suciety of Civil Engincers,

Works:' Great L~lkes-Uppcr i\tississippiAlbany, C;, Y, (1971),

Velocities in Sm:Lll St.:wcrs."

226

"Reconllllended Standards for Scw:n:er':jvcr Bl1ard of Swtc S~Illitary Eng,inecr's.

"Recommended Standard Specification for Polyvinyl Chloriuc (PVC) PlasticGwvity Sewer Pipe and Fittings. U~I-B4:' Uni·Beli PlastiC Pipe Assocation,

Dallas, Texas (1977),

Reinhart, Frank W. "Long-Term Hy'drostatic Strengths of Thermoplastic Pipe,"Proccedings _ 4th American Gas AssociHtion Plastic Pipe Symposium, Arlington,

Virginb (1973),

Reinhart, F. W. "Long-term Working Stress of Thermoplastic Pipe." SPE Journal,

v, 17, no, 8 (Augost 1961) p, 75,

Reissner, E. "On Finite Bending of Pressurized Tubcs." Journal of Applied Me·chanics Transnctlons of ASME, (Sept. 1959) pp, 386 - 392,

S~Hlsone, L. F. "A comparison of short-timc versus long-time properties of plasticpipe ulluer hydrostatic pressure." SPE Journal. \'. IS, no. 5 (i\lay 1959) p. 418.

1\'llH::roy, R. D. "Flowt$l. 9 (Sept. 1967),

"PVC Pipe ror W;ller Uistributiol1 Sy:\[cm~." 'TCC!Jllll;;l! Rej1urt, Illfoffll:itionPlt'St'lllt'd by tll~ Plastic:; PIpe In~{ituil' w 1\\\'\\',\ St:llllbnl:i. COnlllllltet: on Pias·

tiC PIpe, Chicago.ll!illois (June IIJ72).

"PVC Pipe Technology Serving tIle Sewt'f Illdll~try." UlIi·Bdl PLtstH: Pipe ASSUt:I;i

iit1;1, U;dlas, Texas (1$77).

"PVC Pipe Tl:c!lnology Serving the Water Industry," Uni-Ikll Pl:l:itic Pipe Assoda

(l,lll, l);dLis, Tcxa:::. (1977).

"iZl'Ct)[11111Cnded Service (lks'lgn) F~\ClOrS fur Pre':'';'Jrt.' AppIH;;:tlon:> of Thcr1llo·pListk Pipe Materials. PllI Tecllnic.d Report, PPj·TR II." Pbstil.:s hpe lmtitlltc,

l\cw \\nk, N. Y. (Atli!-ust 1(73).

61.

60,

59.

57.

58.

56.

55,

54.

, ".'-).

52.

51.

~18. Piastics Piping Manual. Plastics Pipe Institute, Nev/ Yurk, N. Y.(1976).

49. "Policies and Procedures for Developing RecommenJ(·J Hydro:;tutic Design Strc:-:sesfor Thcnlloplastic Pipe Maleri:l!s. PPI Technical Report, PPI-TR3." Plustic:> PipeIn'ititute, Nhv York, N. Y. (Junc 1975).

50. "Poly (Vinyl Chioridct (PVC) Plastic Pipin~ DC'iign alld lllstalbtioll PPI TechnicalPPI-TR!3" Pi;lstics Pipe ln~t iwt!:. ''(':w \'ork, 1\. Y. (, "\ ilt~ 1t}7 3 )

Journ:d \\,PCF. Vol. 39,

47. Pipeline Design for H'Olcr dlld WasteWaler.:Ncw "lork, N. Y. (1975).

HM<nf.OOK OF I've PIPE

CHAPTER V


76. Symons, George E. "Wastewater Systems - Pipes and Piping. Manual of PracticeNumber Three," Water and Wastes Engineering. Dun·Donnelley PublishingNew York, N. Y. (Sept. 1967).

77. "Thermal Expansion and Contraction of Plastic Pipe. PPI Technical Report, PPI~

TR21." Plastics Pipe Institute, New York, N. Y. (Sept. 1973).

78. "Thermoplastic Water Piping Systems. PPI Technical Report, PPI-TR16." PlasticsPipe Insti\utc, New York, N. Y. (Aug. 1973).

79. Timoshenko, S. and D. H. Young. Elements of StrengrJz of Materials, FourthEdilion, Van Nostrand Company, Princcton, N. J. p. Ill, p. 139.

80. Til11oshcnko, S. P. Theory 01Elastic Srability, Second Edill(Jl). McGraw·Hill, ! ()61.

g I. TlIlloslJenko, S. P. Strengrh alMalerials, Parr JI - Adl'tll1ccJ Theory and Problems,V::ln Nostrand Company. Prince lon, N. J. (1 96:)) pr. un - 190.

H2. W;ltkins, R. K. and A. P. i\!oser. "Respunse of Corrugated Steel Pipe to EXlcfIla[Soil Prcssures." Iligll\vay Research Record 373 (1971) pp.;S~ ~, J 12.

~.l. Watkim. R. K., A. P. {\.Imel' alld R. R. Bishop. "Strlll.:tural H.t:~pollse of Buried PVCPJpe." r-,'Iodern Plastks, (Nov 1(73) pp. B0 90.

X4. WatkllJs, R. Ie and A. n. Smith. "Ring DdlcctlOll of Buricd PIpe." jOlll'lIalAWWA,V[)15~, No.3 (March 1967).

85. Watkins, R. K. alld M. G. Spangler. "Some Char:li.:teri$tic~of the 1\lodulus of Pas·Sive Resistance of Soil ~ A_Study in Similitude."

86. Watkins, R. K. "Design of Buried. Pressurized Flexible PIpe." ASCE NationalTransportation Engineering {\.'lceting in Boston. :\lass. Appendix C (July 1970).

87. Watters, G. Z. "The Behavior of PVC Pipe Under the Action of Water HammerPressure Waves." Utah State University, Utah Water Research Laboratory H.eport,PRII'G ·93 (March 1971).

88. "Water Flow Characteristics of Thermoplnstic Pipe. PPI Tedmical Report, PPJ·TRI4." Plastics Pipe Institute, New York. N. Y. (~I'JrciJ 1971).

89. White, H. C. and J. P. Layer. "The Corrugated :\.letal Conduit as a CompressionRing." Highway Research Board Proceedings. Vol. 39 (1960) pp. 389 - 397.

90. Wilging, R. C. "Stress Rupture Testing of PVC Pipe." Modern Plastics, 57:10:90(October 1974).

228

CHAPTER VI

CONSTRUCTION

A series of factors contribute to a functional PVC piping system

raw materials, rese~\[(.:h and development, product specifications, manu

factoring. quality control, design, and ~ construction. The importance of

proper construction practice for any piping syskm cannot be overstated.

Recommended practice for construction procedlm:s is presented in the

following calcgorics:

Rcc;civing, Storage, and Ilandling

Joint AssemblyInstallation

Appurtenances

Inspection and TestingIn most jnst.ll1CCS, with exceptions cited in the following. recom

mended practices, good construction procedure applicable to any piping

product is proper for PVC piping products.

229

;;:J<?<?C

~ (")

'"0

go :z (")

2 c.. en ::r:~ -l >-~

(")

'"'"c ;;:J -lw

(") " rn~ ;:;. c~

(");;:J

c-g '" -l <-c

~ 0

'" :z~

"co(=;'<?~

233

CilAY[U{ ",'1 - CO;\STRl'C"flO."\

, 'OOS!! pipesCrlOCk'bIOC~)~."rrowL .hc,ho'.... n

1ih..... t2-~-'7'\.'=r"""\F.'. "-r-,:v_~~

0'O~rB"o~~,\ ..(QJ~o~~~*,.: .. I" "'\\.°iAO0 6:::-'.. /' \\ \\.t~-:!,-:,,:c.:c:'(iJ···~ \\

.. -'-- "'~'-j';'

- Remove restraints from the

top unit loads. These may

be either fabric or steel

straps, ropes, or chains with

padded protection.

- If there are boards across

the top and down the sides

of the load which arc not -----part of pipc packaging. rc- i~'.'.',~t.~;{~t;[t.~t."I:" ~':..'.. <:.~ con".

move them.

- lise a fork lift (or front

end loader equipped with

(L1rks) to fl.'move eaclt topunit (one at a time) fromthe truck. Remove backunits tirst. Do not rlln thelorks too (ar under units ;IS

!"I,)rk cnds striking adj,lcefllunit...., may cause damage.It' a fork lift is not ,,,ail-

abk. a spreader har with ._\fabric straps which arc _~_~------ I,'

capable of handling ~);)'~. _jthe load. With straf)' 'i>~~\-. ,.,,'2}---

~:r<>:"',' . I ':'. ·V·· ,' ..\<'\• ::......./ .. ..; - . j .' , •.......•: .. ,"':'.\'

'paced approxlnwtely (if'.;" .. ' ..".<'. "'td> '\~I::::::;:~

Sleet apart and loop- ~':!1."\.

ed under the load may ~

be used. Cables may CHOCK BLOCK

also be used if cushioned with rubber hose slce"es or other mate

rial to prevent abrasion of the pipe.- During the removal and handling be sure that the units do not

strike anything. Severe impact could cause damage (particularly

during cold weather).

Caution:

Do not handle units with individual chains or single cables, even

if padded.• Do not attach cables to unit frames or banding for lifting.

- Pipe package units should be stored and placed on level ground.

Package units should not be stacked more than 8 feet high. Units

COI\STRUCTION

RECEIVING, STORAGE AND HANDLINGReceiying- When receiving the PVC pipe shipment at the job site. the

contractor or purchaser should exercise established precautions. The follow

ing procedures are suggested as common practices to prevent problems.Ipspeclion-Each pipe shipment should he inventoried and inspected

with care upon arrival. The pipe was inspected and loaded with due care at

the facton using methods acceptable to the c"rrieLlt is the carrier's responsibili[y to ddivcr the shipn1cnt in g(lud condition.]t b thc respllJ1sibility oCthe

receiver hl insure that there ha:- been n(1I()~" or d~IJlLlge.

Thc records which aCC(lmr~lny each ~h'lpmcnt rrovide a complete listoral! itemsshirrt:J. ItcmsshollJd he: cht:eke:d ag.aill'.. t tht: n:con.b. Rcport anyc:rror:-. to the carric:r immc:diatcly and mab; propt:f lhltation on tilL' lkli\'L'ry

rc:ct:l pcThe I~)llowillg prucnlun;s (llf ;ILTqHancc of ddirt.:ry art: fL'C0J11111C1H.kd:

~lake (lver:l!l t:x;llninatll)1l of the lll;ld. If tht.: IO;ld is int~lct. ordilwryinspt:ction while unlo;H..!in.g slwuld hc slIllicicllt to insurt: th;lt thc

pipc has arrivcd in gOl1d cnnditil)ll._ If the load has shined, h;\s broken pac!\;lging, tH :->110\\' .... wugh

trcalment, each piecc ~hnuld be cl!Tfully inspectcd for Jall1age._ Check total quantities 01' each item against shipping records (pipe

gaskets. fittings. lubricant. etc.)._ Any damaged or missing items must be noted on the delivery receipt._ 00tify carrier immediately and make claim in accordance with I.

their instructions. "I_ Do not dispose of any damaged material. The carrier wil! notify I

YOll of the proeedurc to follow. ._ Shortages and damaged materials arc normally not reshipped

without request. If replacement material is needed, reorder from

the manufacturer, his distributor or his rcpresentative.Un{oading- The means by which PVC pipe is unloaded in the

field is the decision and responsibility of the receiver. Preferred unloading

is in package units using mechanical equipment; however, the pipe can be

unloaded individual!y by hand. I

When unloading package units. the fol!owing instructions should be Icarefully followed: 232 ~

CHAPTER VI

fL\,\;!JUOUK OF PVC l'iP!

..,,,,,,, L"""''''"~ ", "-L'''~ < "",'""""""

'-"O'L' ",__ "t",,~ 0' ~~("'" "-0"" ... """,-,,,

CH;f'TlI{ \'1 - CO,\ST!{LCnON

direct sunlight. ozone, oiL and grease:, SQhcnt cement. \\'hcnused. should be stored in tightly scaled containers away fromexcessive heal.

Handling-Standard Procedures

- When using fork lifts orother handling equipment.prevent damage to the PVC

p'pe.- When handling PVC pipe,

avoid severe impact blows, Iabrasion damage. and gOllg~ ~

Jn~ or cUltlng by mL'(~d

~ur(~tcL'~ pr rpck~, AVOIdqre:-,slng bell jOiIlLS andJamage (1/" bevel CJl(k

PIpe :-.lwuld he I{)wl'!"ed , notdrl1pJx'd lrnlll truck.s alldIllll 1 trenchC'oIn prcpar;ltlon (or pipe installatloll, placelllent (:-.trillgingl of pipe should he asc1n'e to the trL'nch ;IS practical ,"",,'<, {<"""n·~ O' J"""t,','""",~~, t,,,,.'" CO"".

and nn the orposite side from excavated earth, Bell cnds shouldp(llnl in the dircction of work pn)t:ress ,

- In subfreezing tem peratures, cuutioll isali\-iseu in handling to prevent impactdamage. (Sec Chaptcr III - ThermalEffects. )

Note: When handling PVC pipe in coldweather, consideration must be given to rariationin the pipe's impact strength. Thc impact strength

o[PVC pipe at OF (-16C) is no worse and some

times better than the impact strength of othcr pipe

products: however, unlike some other materials.

PVC pipe's impact strength at 0 F (-16 C) is lowcrthan its impact strength at 73 F (23 C). Low tem

peratures cause dimensiOlli.tl changes that may

allow mo\'ement of pipe within unit packages, Handling techniquesConsidered acceptable at warm tem peratures may be unacceptable at

,

I£~fri'

t•

the pipe.NolL:: Normally PVC pipe in Ulllt p:u.:kage' will di\play' hell

ends arranged altcrnately with pipc Srl~l,)ts,

_ \Vhen unit p'H.:k'lges l)f' PVC pipe arl' stacked. insure thal weightof' upper unib dl1es IJrlt cause del"orrn;ltllHl to pipe in [ower uilits,

_ PVC pipe unit packagcs should be supported bv racb or dun

nage to prevent damage to the botwm during stl)rage, Supports

should be spaced to prevent pipe bending._ \Vhen longAcrnl storage with exposure to direct sur;light is Ull

avoidable. PVC pipe should be c()\'ered with an opaque material

while permitting aOCljllate air circlllatil1l1 aho\'e and around thepipe as required to prevent cxccs.~iy(' heat acculllulation, (See

Chapter III - Weatheri ng Resistance l._ PVC pipe should not be stored close to heat sources or hot objects

such as heaters, boilers, steam lines. engine exhaust. etc._ When unit packages of PVC pipe arc stacked. insure that the

height of the stack does not result in instability which could cause

stack collnpsc, pipe damage. or personnel injury._ The interior, as well as all scaling surfaces of pipe. flttings. und

other accessories should be kept free rfl..1m dirt and foreign Illatter._ Gaskets should be protected from excessive exposure to hent.

.., 1J

should be protected by dunnage in the same way that they were

protected while loaded on the truck._ To unload lower units, repeat the abov'e unloading process.

If unloading equipment is not available. pipe may be unloaded by

removing individual pieces. However, care should be taken to insure that

pipe is not dropped or damaged.Storage-An age-old problcm experienced on pipe construction

projects everywhere is the damage of piping products during storage. The

following prilcedures and practices are recommended to prevent damage

to PVC pipe:Storage Recommendations- p', pe should be stored if

possible at the job site in

unit packages provided by

thL manuf'acturer. Cautionshould be exercised to avoidcompn:ssion, damage orlkf'ormatioll to bell l'nds of

!L\;-';D800K OF PVC 1'11'[

,- J. ",. ','

I/I,IU: ,'"Ii" ( Iii:" l"IUUJ't' IIlId ~<',;:(fl'''I;''

III,'I'::'I;"n,

J\~~elJ1ble. !'wit !U/"IC<:I,';! elld flUS! {he K~';J.('!illfu (he hdl!J()IISill~'

'<'I'falll fi;, ht-ll'!""\/ltl'flf ,'lid"11'/' ii",' fr,',' .'r,J"1 "ir{

!ahriulII! ;0 "(I'dI'd SjllgOI,

"HOTO':; "OVJ<T"~~ 0" "<.ow "O,","OJ<"l"JON

NOle: S'uniC juil/l dcSif[IlS propide !'eT}JJllllCl/f .!(/(:/w:l' ills/illlcd gits!l.ClS.

,Yole: The flf/J(' shal! be assellliJ/ed cil!lcr by !lam/ or \t'jl!l lilc usc of bar alldblock. :IICe/IilIi/c.l! cqUljNJ!el/{ s!lould be used ()11~l' all!lc dfrcelioll ofllle JIIii!llfjllelurer.

If undue resistance to insertion of the pipe end is encountered, orthe reference mark does not position properly, disassemble the joint andcheck the position of the gasket.,If it is twisted or pushed out of its seat("fishmouthed"). inspect components, repair or replace damaged items.clean the components. and repeat thc assembly stcps. Be sure both pipelengths are in concentric alignmcnt. If the gasket was not out of position.

verify proper location of the reference mark. Relocate the reference mark

237

C1L\I'lLl\ \,'j - cu\'snu:cnoN

FIGURE 32 - TYPICAL ASSEMBLY

swing it mto the bell. The spigot ene! of the pipe is marked by themanufacturer to indicate the proper depth of insertion.

very cold temperatures. (See Appendix 4, Erieets of Cold Weather).

HANPBOOK 01 1'\'( PJP!

PVC PIPE JOINT ASSEMBLY

The assembly of one pipe to another may be performed usingvarious methods. One of the most successful methods em ploys a gasketedjoint.

The gasketed joint may be either of integral bell design (formed asa continuous, homogeneous entity with the pipe) or may consist of a separate sleeve-type coupling. The joint provides the following advantages:

- Allo\\/anee for expansion ~i'*(S0:r4/0%"dT_

and contraction

- Reliably assembled in poorweather conditions

_. Consistent rcliabilitv

- Flexibilitv and resiliency- Lahor-sa\"ing and o\'cr-all

ccol1om\,

- r:ase or installation

Assemhly of Pipe willi GaskeU..·d .Joint... Thc a\scmhlv or the

gasketcd joint should he perrormed as recoml1ll:nded hy the pipc nlllllll

factun:r. The clasIOlllcric ga.\kets Illay he SUrplll'l1 separ:l!cly ill cartons

or prepositiolled In the hell joint or coupling ;It the r:lctory. \Vhen gaskets

arc color coded. hc surc to consult the pipe manufacturer or his literature

for the significancc. In all cases, clean thc gaskct. the hell or coupling

interior. especially the groovt: area (except wht.:n gasket is pt:rmanently

installed) and the spigot art:a with a rag, brush t1j p.tptT ll1\\'el [() removeany din or foreign material before the assembling. 1I1srcct the gasket,

pipe spigot beveL gasket groove. and scaling surfaccs for damage or

deformation. \Vhcn gaskets are separatc, us~ only gaskets which arc

designed for and supplied with the pipe. Insert them as recommendedby the manufacturer.

Lubricant should be applied as specified by the pipe manufacturer.Bacterial growth. damage to the gaskets or the pipe. may be promoted

by use of non-approved lubricants. Use only lubricant supplied by thepipe manufacturer.

After lubrication, the pipe is ready to be joined. Good alignmentof the pipe is essential for ease of assembly. Align the spigot to the belland insert the spigot into the bell until it contacts the gasket uniformly.Do not swing or "stab" the joint; tbat is, do not suspend the pipe and

236

..,,,,,,, L"""''''"~ ", "-L'''~ < "",'""""""

'-"O'L' ",__ "t",,~ 0' ~~("'" "-0"" ... """,-,,,

CH;f'TlI{ \'1 - CO,\ST!{LCnON

direct sunlight. ozone, oiL and grease:, SQhcnt cement. \\'hcnused. should be stored in tightly scaled containers away fromexcessive heal.

Handling-Standard Procedures

- When using fork lifts orother handling equipment.prevent damage to the PVC

p'pe.- When handling PVC pipe,

avoid severe impact blows, Iabrasion damage. and gOllg~ ~

Jn~ or cUltlng by mL'(~d

~ur(~tcL'~ pr rpck~, AVOIdqre:-,slng bell jOiIlLS andJamage (1/" bcvel CJl(k

PIpe :-.lwuld he I{)wl'!"ed , notdrl1pJx'd lrnlll truck.s alldIllll 1 trenchC'oIn prcpar;ltlon (or pipe installatloll, placelllcnt (:-.trillgingl of pipe should hc asc1n,c to the trL'nch ;IS practical ,"",,'<, {<"""n·~ O' J"""t,','""",~~, t,,,,.'" CO"".

and nn the orposite side from excavated earth, Bell cnds shouldp(llnl in the dircction of work pn)t:ress ,

- In subfreezing tem peratures, cuutioll isali\-iseu in handling to prevent impactdamage. (Sec Chaptcr III - ThermalEffects. )

Note: When handling PVC pipe in coldweather, consideration must be given to rariationin the pipe's impact strength. Thc impact strength

o[PVC pipe at OF (-16C) is no worse and some

times better than the impact strength of othcr pipe

products: however, unlike some other materials.

PVC pipe's impact strength at 0 F (-16 C) is lowcrthan its impact strength at 73 F (23 C). Low tem

peratures cause dimensiOlli.tl changes that may

allow mo\'ement of pipe within unit packages, Handling techniquesconsidered acceptable at warm tem peratures may be unacceptable at

,

I£~fri'

t•

the pipe.NolL:: Normally PVC pipc in Ulllt p:u.:kagc' will di\play' hcll

ends arrangcd altcrnately with pipc Srl~l,)ts,

_ \Vhen unit p'H.:k'lges l)f' PVC pipc arl' stacked. insure thal wcightof' upper unib dl1es IJrlt cause del"orrn;ltllHl to pipe in lower uilits,

_ PVC pipe unit packagcs should be supported bv racb or dun

nagc to prevent damagc to the botwm during stl)ragc, Supports

should be spaced to prevent pipe bending._ \Vhen longAcrnl storage with exposure to direct sur;light is Ull

avoidable. PVC pipe should be c()\'ered with an opaque material

while permitting aOCljllate air circlllatil1l1 aho\'e and around thepipe as required to prevent cxccs.~iy(' heat acculllulation, (See

Chapter III - Weatheri ng Resistance l._ PVC pipe should not be stored close to heat sources or hot objects

such as heaters, boilers, steam lines. engine exhaust. etc._ When unit packages of PVC pipe arc stacked. insure that the

height of the stack does not result in instability which could cause

stack collnpsc, pipe damage. or personnel injury._ The interior, as well as all scaling surfaces of pipe. flttings. und

other accessories should be kept free rfl..1m dirt and foreign Illatter._ Gaskets should be protected from excessive exposure to hent.

.., 1J

should be protected by dunnage in the same way that they were

protected while loaded on the truck._ To unload lower units, repeat the abov'e unloading process.

If unloading equipment is not available. pipe may be unloaded by

removing individual pieces. However, care should be taken to insure that

pipe is not dropped or damaged.Storage-An age-old problem experienced on pipe construction

projects everywhere is the damage of piping products during storage. The

following prilcedures and practices are recommended to prevent damage

to PVC pipe:Storage Recommendations- p', pe should be stored if

possible at the job site in

unit packages provided by

thL manuf'acturer. Cautionshould be exercised to avoidcompn:ssion, damage orlkf'ormatioll to bell l'nds of

!L\;-';D800K OF PVC 1'11'[

,- J. ",. ','

I/I,IU: ,'"Ii" ( Iii:" l"IUUJ't' IIlId ~<',;:(fl'''I;''

III,'I'::'I;"n,

J\~~elJ1ble. !'wit !U/"IC<:I,';! elld flUS! {he K~';J.('!illfu (he hdl!J()IISill~'

'<'I'falll fi;, ht-ll'!""\/ltl'flf ,'lid"11'/' ii",' fr,',' .'r,J"1 "ir{

!ahriulII! ;0 "(I'dI'd SjllgOI,

"HOTO':; "OVJ<T"~~ 0" "<.ow "O,","OJ<"l"JON

NOle: S'uniC juil/l dcSif[IlS propide !'eT}JJllllCl/f .!(/(:/w:l' ills/illlcd gits!l.ClS.

,Yole: The flf/J(' shal! be assellliJ/ed cil!lcr by !lam/ or \t'jl!l lilc usc of bar alldblock. :IICe/IilIi/c.l! cqUljNJ!el/{ s!lould be used ()11~l' all!lc dfrcelioll ofllle JIIii!llfjllelurer.

If undue resistance to insertion of the pipe end is encountered, orthe reference mark does not position properly, disassemble the joint andcheck the position of the gasket.,If it is twisted or pushed out of its seat("fishmouthed"). inspect components, repair or replace damaged items.clean the components. and repeat thc assembly stcps. Be sure both pipelengths are in concentric alignmcnt. If the gasket was not out of position.

verify proper location of the reference mark. Relocate the reference mark

237

C1L\I'lLl\ \,'j - cu\'snu:cnoN

FIGURE 32 - TYPICAL ASSEMBLY

swing it mto the bell. The spigot ene! of the pipe is marked by themanufacturer to indicate the proper depth of insertion.

very cold temperatures. (See Appendix 4, Erieets of Cold Weather).

HANPBOOK 01 1'\'( PJP!

PVC PIPE JOINT ASSEMBLY

The assembly of one pipe to another may be performed usingvarious methods. One of the most successful methods em ploys a gasketedjoint.

The gasketed joint may be either of integral bell design (formed asa continuous, homogeneous entity with the pipe) or may consist of a separate sleeve-type coupling. The joint provides the following advantages:

- Allo\\/anee for expansion ~i'*(S0:r4/0%"dT_

and contraction

- Reliably assembled in poorweather conditions

_. Consistent rcliabilitv

- Flexibilitv and resiliency- Lahor-sa\"ing and o\'cr-all

ccol1om\,

- r:ase or installation

Assemhly of Pipe willi GaskeU..·d .Joint... Thc a\scmhlv or the

gasketcd joint should he perrormed as recoml1ll:nded hy the pipc nlllllll

factun:r. The clasIOlllcric ga.\kets Illay he SUrplll'l1 separ:l!cly ill cartons

or prepositiolled In the hell joint or coupling ;It the r:lctory. \Vhen gaskets

arc color coded. hc surc to consult the pipe manufacturer or his literature

for the significancc. In all cases, clean thc gaskct. the hell or coupling

interior. especially the groovt: area (except wht.:n gasket is pt:rmanently

installed) and the spigot art:a with a rag, brush t1j p.tptT ll1\\'el [() removeany din or foreign material before the assembling. 1I1srcct the gasket,

pipe spigot beveL gasket groove. and scaling surfaccs for damage or

deformation. \Vhcn gaskets are separatc, us~ only gaskets which arc

designed for and supplied with the pipe. Insert them as recommendedby the manufacturer.

Lubricant should be applied as specified by the pipe manufacturer.Bacterial growth. damage to the gaskets or the pipe. may be promoted

by use of non-approved lubricants. Use only lubricant supplied by thepipe manufacturer.

After lubrication, the pipe is ready to be joined. Good alignmentof the pipe is essential for ease of assembly. Align the spigot to the belland insert the spigot into the bell until it contacts the gasket uniformly.Do not swing or "stab" the joint; tbat is, do not suspend the pipe and

236

j ,~t\

}.

~ U'" ~ I:-, ~. ~I:\:I!INC

~ ~ !'1- '" ',,<,","//, .-- -"'-:' :'-,..; ,~, 1~ ~ 0. • __@fp,% % HOC'" i

~ :i:!~i~:f~~:::·,::,:,·::··:.·;..::::i.:!:ii!ii:;:,.·,i i·" ,.;;"j,;;;;"""$1;;·····;;y;w;;;;;y;.z~:;;,;;~~("~ _--L.'--

'IPE 5'~INCll'l(J-

'~/.C"':·:· ;',,~.('",,~{<.

/f{;.,re',l [1t!vHrn 1~1~~1! IIDtll"j; -1{~)

~1:'

co:!" ~,~) PIP! rlOl1l I f'" h';" ;c

(1\0 t. jX - -;f/

Making Solvent-Cemented Joints with Poly (Vinyl Chloride) (PVC)Pipe and Fillings.

FtGURE 33 - TRENCH CROSS-SECTION SHOWING TERMINOLOGY

INSTALLATION

As with other pipe products, proper installation procedures areessential to the achievement of successful PVC pipe performance. Althoughrecommended installation procedures for PVC pipe do not vary substantially from installation procedures used with other pipe products, anunderstanding of significant differences is important. Recommendedinstallation procedures are defined separately for pressure and non

pressure PVC pipe to accommodate differences between anticipatedstress applications in the two installations as well as differences in product

design. Terminology commonly used in PVC piping installation practiceis defined in Figure 33. The f(Jllowing installation recommendations,

When properly implemented, should insure trouble-free, long-termperformance in buried PVC piping systems designed for pressure andnon-pressure applications:PVC Pressure Pipe Installation (See UNI-13-3)

Alignment and Grade:

All pipe should be laid to and maintained at required lines and

PUSH

,, ,( ,'J

2x4BLOCK

BAR AND BLOCK ASSEMBLY

if it is Ollt or position. Few littingsallow <l.S much $pig,ol insertion lengthas do pipe bells and eOlipIin~s. For

short body iron liltings. it may be illnecessary to reillove the beveled PVC. ...spigot end to imam: joint tightlless. ,....... V

To join tieid-clit pipe. it isl: ~

necessary to first prepare the pipeend. A square Clit is essential for

proper assembly. The pipe can beeasily cut with a hacksaw. handsaw ,:'_liIllior a power handsaw \vith a steel blade ""OTo COV"U:"'''' or JOHN";.,.,,, ... VILLt: l> ... Lr.,; co',,',

or abrasive disc. It is recommended that the pipe be marked around itsentire circumference prior to CUlling to assure a square CUt. USC a t'lctoryfinished beveled end as a guide for proper bevel angle, and depth of bevel

plus the distance to the insertion reference mark. The end may be beveledusing a pipe beveling tool or a wood rasp which will cut the correct taper.A portable sander or abrasive disc may also be used to bevel the pipeend. Round orr any sharp edges on the leading edge of the bevel with a

pocket knife or a file.Assembly of Solvent Cemented Joints-In special applications,

solvent cemented joints may be required. Solvent cemented joints shouldbe made in accordance with manufacturer's recommendations orin accordance with ASTM 02855, Standard Recommended Practice for

HANDBOOK OF PVC PIPE CHAPTER VI - CONSTRUCTION

?1~

HANDBOOK OF PVC P1PE

grades established by piping system design engineers. Fittings, valves, air

vents, and hydrants should be installed at the required locations withvalve and hydrant stems plumb.

Trench Construction:

Stockpiling Excavated Materia/-All excavated material should bestockpiled in a manner that will not endanger the work and that will

prevent obstruction of sidewalks and driveways. Hydrants under pressure,valve pit covers, valve boxes, curb stop boxes, fire and police call boxes,or other utility controls should be left unobstructed and accessible untilthe work is com pleted.

Trench Width -Trench width at the ground surface may vary withand depend upon depth, type of soils, and position of surface structures.The minimum clear width of the trench, sheeted or unsheeted, measuredat the springline of the pipe should be one loot 1300 mm) greater than theoutside diameter of the pipe. The maximum ekar width of the trench at

the top of the pipe should not exceed a width equal to the pipe outsidediameter plus two feet (600 mm). If the above detined trench widths must

be exceeded or if the pipe is installed in a compacted embankment, pipeembedment should be compacted to a point of at least 2.5 pipe diametersfrom the pipe on hoth sides of the pipe or to the trench walls, whicheveris less,

DCI\,(l(cring-\Vhcrc conditions are such that running or standingwater occurs in the trench bottom or the soil in the trench bottom displaysa "quick" tendency, the wate'r should be remo"ed by pumps and suitablemeans such as well points or pervious underdrain bedding until the pipehas been installed and the backfill has been placed to a sumcient heightto prevent pipe notation,

Preparation oj Trellch BOllo/ll-The trench bottom should be constructed to provide a firm, stable and uniform support for the full length

of the pipe. Bell holes should be provided at each joint to permit properjoint assembly and pipe support. Any part of the trench bottom excavatedbelow grade should be backfilled to grade and should be compacted asrequired to provide firm pipe support. When an unstable subgrade condition is encountered which will provide inadequate pipe support,additional trench depth should be excavated and refilled with suitablefoundation material. Ledge rock, boulders and large stones should beremoved to provide four inches (100 mm) of soil cushion on all sides ofthe pipe and'accessories.

Laying oj Pipe: Proper implements, tools. and equipment should

CHAPTER VI - CONSTRUCTtON

be used for placement of the pipe in the trench to prevent damage, Underno circumstances should the pipe or accessories be dropped intothe trench. (See Chapter IV-Handling), All foreign matter or dirt shouldbe removed from the pipe interior. Pipe joints should be assembled with

care. (See Chapter VI-Joining), When pipe laying is not in progress,open ends of installed pipe should be closed to prevent entrance of trenchwater, dirt and foreign matter into the line,

Reactioll or Thrust B/ockillg: Concrete reaction or thrust blocking

should be provided at each hydrant, valve, bend, tee, and at reducersor fittings where changes occur in pipe diameter or direction. Anchoragemay also be made to the water main pipe with rods and clamps. (SeeChapter VI -Appunenances, Pressure Pipe).

Pipe Embedmflll: PVC pipe should be installed with proper beddingproviding uniform lon2itudinal suppon under the pipe. Backfill m'tterialshould be worked under the sides of the pipe to provide satisfactoryhaunching. Initial backfill material should be placed to a minimumdepth of one «lOt (300 nlln) over the top of the pipe. All pipe embedmentmaterial should be sdected and placed carefully, avoiding stones, frozen

lumps, and dehris. Proper compaction procedures should be exercised

to provide soil densities as specified by the design engineer.Filla/Backfill: After placement and compaction of pipe embedment

materials, the halance of backfill materials may be machine placed andshould contain no large stones or rocks. frozen material or debris.Proper compaction procedures should be exercised to provide requiredsoil densities.

PVC Non-Pressure (Sewer) Pipe Installation (See UNI-B-51Alignment and Grade:All pipe should be laid to and maintained at required lines and

grades established by piping system design engineers. Appurtenancesshould be located and installed in accordance with design requirements.

Trench Construction:Stockpiling Excavated Materia/-All excavated material should be

stockpiled in a manner that will not endanger the work. Hydrants underpressure, water and gas valves, manhole covers, fire and police call boxes,or other utility controls should be left unobstructed and accessible untilWork is completed, Gutters should be kept open, or other satisfactoryprovisions should be made for street drainage. Natural water coursesshould not be obstructed. Unless otherwise approved, stockpiles shouldnot obstruct adjacent streets, walks, or driveways,

CHAPTER \'1 - CONSTRucnON

9:.....~,~;;.~".-~

.~.,.,-':;'

1<.'!OHO!-jji{if51,folll

-&

~D..l'lOSURHCt

~':." ;;..-;.,. ) .... ,;,;,:,::::',:'.,

i4f:

~~.I ~;;..., H. '\ ',: \;;~jl::'

WA~

UOlJ~O

SURf let

SU~'JllC~

,'. ;. ,.',;r·."

lRl~CH 110m

I ::;,', I~"V r .,

.,.;

~,c"!: Ut.t! 10I~::lr Of ~HCS£

c; 50ll

;.::/

'/~~.:.:~~~>:;:/ .

"<~,~~;,

"';" .-..;;~~..';';'t;;.,'

FIGURE 34 - EXAMPLES OF SUBDITCH

Wide Trench - Wide trenches are classified as trenches whose widthat Ihe lOp or the pipe is greater than 2'h pipe diameters on each side ofthe pipe or a lot'll or 6 pipe diameters. There is no limit to the maximumwidth or the trench beyond 2\~ pipe diameters from the side of the pipesince the maximum earth load on Ilexible pipe docs not exceed the weightof Ihe earth prism directly over the pipe. However, the pipe embedmentin wide trenches should be compacted to a point at least 2',i pipe diameters

from each side of the pipe.Note - The pressure in the soil at the sides of Oexible pipes is

equalized within a horizontal soil column which is 2V, pipe diametersfrom the side or the pipe according to Barnard's theory.

Supported Trench - Where an unstable or flowing soil conditionis encountered in the trench wall, such as may be found by excavationbelow ground water or in weak or non-cohesive soils, this condition shouldbe stabilized before laying the pipe. Depending upon the severity of thecondition. the installer may elect to use tight sheeting, stay bracing, trenchjacks, or a trench shield or box to support the trench during pipe layingoperations. If the condition is too severe, it may be necessary to leaveany sheeting in place or to use chemical or cement grouting of the soiladjacent to the excavation to prevent migration between the materialused beneath and around the pipe and trench wall material. To allowsufficient working room plus trench wall supports, the minimum excavatedtrench width to the outside of the sheeting or shield box should be asshown in Table 52.

;-';olllilla[l'lpl'Sifl' Trl'llch \\idlh, \lllllllllllll

No, of PipeDi:UlIl'lcf!'

Il1dll:~ lIIlll. W.D,) Il\dle~ 1lIll\,

4 100 4.3 IB 4556 150 2.9 18 4558 200 2.9 24 610

10 250 2.5 26 66012 300 2.4 30 76015 380 2.0 30 760

HA:'\DBOOK OF PVC PIPE

1,11

TABLES1NARIWW TRENCH WlIJTH. ~tt:-;l.\tU"

Unsupported Sub-Ditch Trench-A variation of the narrow verticalwalled trench is to lay the pipe in a subditch and backcut or slope thesides of the excavation above the top of the pipe, as shown in Figure 34.This type of construction may be permitted where no inconvenience tothe public or damage to property, buildings, subsurface structures, orpavements will result. In such case, the width of the subditch below thetop of pipe should be established as shown in Table 51.

Trench Widlh-The maximum earth load on flexible pipe (PVC pipe)results from the consolidated prism of earth directly over the width of thepipe. If design load on the pipe is calculated based on embankment conditions (prism), the trench may be excavated to a width which is as wideas is dictated by practical and economical construction. Types of construction for various anticipated conditions are described as follows:

Narrow Unsupported, Vertical-Walled Trench-The amount ofpavement to be removed and replaced, amount of rock excavation or theamount of elhbedment material used may dictate lhat the most economicalinstallation is the narrow, vertical-walled trench. The width of narrowtrenches as determined hy the minimum working room for a man toplace haunching material should provide a minimum of IB inches(450 mm) for 4" and 6" (100 and 150 mm) size pipes a...d nol more lhan6 III 9 inches (150 III 230 mm) clearance on each side llf Ihe pipe for W'(200 mOl) and larger sizes, The resulting narrow m.:nch minimum wiJlhsare presenled in Table 51. In narrow trenches the pipe embedment shouldbe compacted all the way III the trench walls.

HA.'\'DBOOK OF I've PH'E

TABLE 52

SUPPORTED'TRENCH WIDTHS. ,1INnlU,1

Nominal PiP<: Size Tren-:h Width. ~finilT1um

No. of PipeDiameters

Inches mOl. (0.0.) Inches mm.

4 100 8.5 36 915

6 150 5.7 36 915

8 200 4.3 36 915

10 250 4.0 42 1065

12, 300 3.4 42 1065

15 380 3.1 48 1220

Table 52 widths are based upon 8 to 10 inches (200 10 250 mm)

clearance on each side of Ihe pipe to the inner face of Ireneh supports. The

trench supports are assumed to be (, inch (150 mm) thick Ireneh hox or

shield walls or 4 inch (100 mm) wales inside "f 2 inch (50 mm) sheeling.

Exccplionally tkcp trcl1chcs with thicker ~hectil1g and hracing or other:-;ystell1s of trcHch support may rcquire varl;ltll1n of thesc tn;nch widths.Timber sheeting. \vhen: useu below tftc lop or 11ll' pipe. should be drivcnapproximately 2 feet (WO mm) helow the bot 10m of Ihc pipe and be lenin place appfllximately 1.5 feel (450 nlln) above the lop of pipe. [n

supported trenches. compaclion of foundation and embedment materialsshould e.'tend to the Ireneh wall or sheeting left in place.

MOl'able Sbeerill". Trellch Boxes or Sbidds- When using movable~ ,

trench support. care should he exerciscd nol 10 disturb the pipe localion,

jointing or its embedment. Removal of any trench proleclion below the

top of the pipe and within 2'1, pipe diametcrs of each side of the pipe

should be prohibited after the pipe embedment has been compacted. For

Ihis reason, movable trench supports should only be used in either widetrench construction whcre supports exlend below the top of the pipe or

on a shelf above the pipe with the pipe installed in a narrow. vertical-wall

subditch. Any voids left in the embedment material by support removal

should be carefully filled with granular material which is adequately

compacted. Removal of bracing between sheeting should only be done

where backfilling proceeds and bracing is removed in a manner that does

not relax trench support. When advancing trench boxes or shield, prevent

longitudinal pipe movement or disjointing.Dell·aterillg- Where conditions are such thai running or standing

24..t

CHAPTER \'I - CONSTRCCftON

water occurs in the trench bottom or the soil in the trench bottom displays

a "quick" tendency, the water should be removed by pumps and suitablemeans such as well points or pervious underdrain bedding until the pipehas been installed and the backfill has been placed to a sufficient height

to prevent pipe flotation. Care should be taken that any underdrain is of

proper gradation and thickness to prevent migration of material betweenthe underdrain, pipe embedment and native soils in the trench below and

at the sides of the pipe.Preparation of Trench BOllom - The trench bottom should be con

structed to provide a firm, stable and uniform support for the full length

of the pipe. Bell holes should be provided at each joint to permit properjoint assembly and alignment. Any part of the trench bOllom excavated

below grade should be backfilled to grade and should be compacted as

required to provide firm pipe support. When an unslable subgrade con

dition is encountered which will provide inadequate pipe support.

additional trench depth should be excavated and relilled with suitable

foundation material. In severe conditions special foundations may berequired s.uch as wood rile or ~hecting cappell by a concrele mal. w~oou

sheeting with keyed-in plank foundation. or foundation material processed

with cement or chemical. A cushion of acceptable bedding malerial should

always be providcd bclween any special foundation and the pipe. Ledgerock. bouldcrs. and largc stones should be rcmoved to provide four inches

(100 mm) of soil cushion on nIl sidcs of the pipe and accessories.

Laying of Pipe: Proper implemcnts. tools. and equipment should be

used for placemenl of the pipe in the trench to prcvent damage. Under no

circumstances should the pipe or accessories be dropped into the trench.(See Chapter Vl-Handling).

Pipe bells should be laid on the upstream end. Pipe laying shouldcommence at the lowest elevation and should terminate only at manholes.

service branches or clean-outs. All foreign matter or dirt should be

removed from the pipe interior. Pipe joints should be assembled with care.(See Chapter VI-Joining). Whenever pipe laying is interrupted, the

open ends of installed pipe should be closed to prevent entrance of trenchwater, mud. or foreign matter.

Service Lines, Connections and Incidental Structures:

Branch Fillings-Fittings for service branches in new constructionshould be molded or fabricated with all gasketed connections. Taps into

existing lines should use a gasketed fitting in conjunction with a repair

sleeve coupling or a gasketed saddle wye or tee with all stainless steel

245

iL\:\DBOOK or pvc PIPE

clamps. Saddles may be mounted on pipe with solvent cement or gasket

but should be secured by metal banding. Saddles should be installed inaccordance with manufacturer's recommendations. Holes for saddle

connections should be made by mechanical hole cutters or by keyhole

saw or sabre saw. Holes for wye saddles should be laid out with a tem

plate and should be de-burred and- carefully beveled where required to

provide a smooth hole shaped to conform to the fitting. Fittings which are

prefabricated using pipe sections, molded saddles and PVC solvent cementmay be used, provided the solvent cement used in fubrication has cured

at least 24 ,hours prior to installation. Cemented mitered connections

without socket reinforcement should not be used. PVC primer and solvent

cement should be used in accordance with the cement manufacturer's

recommendations and ASTM D2~55. Making Solvent-Cemented Jointswith PVC Pipe and Fittings. After sol\'~nt cementing saddles. tcmporaryband clamps should be quickly placed both upstream and downstream

of the saddle and tightened.SCrl'ic(' Lines-Normally, sen'ice line~ from the property line to

the collection sewer should he at a minimum depth of J J'cel (I m) at the

properly line <lnd should he laid to straight alignment and uniform slopeof not less than '/4 inch per !(lOt (20 nl/ll/m) !(If 4 inch (100 mm) pipe and

',', inch pu foot (10 mm/m) for 6 inch (ISO mm) pipe. Where collection

sewers arc deeper than 7 feet (2 m). a vertical standpipe Of stack is

commonly permitted. Thc standpipe or stack Joes not require concretcencasement; however. it should he uniformly supported hy compaetcd

backfill.Pipe Caps and Plugs-All caps and plugs should be braced. staked.

anchored. wired on or othef\\'ise secured to the pipe to prevent leakageunder the maximum anticipated thrust from internal abnormal operating

conditions or test pressures from water or air.Manholes- Unless required otherwise by system design. the pipe

milY first be laid through and beyond the manhole location followed

by over building the manhole, grouting the bench. and cutting out the top

of the pipe in the manhole.All manhole connections should be made using proper water stops.

If portland cement grout is incorporated in the manhole connection, the

grout should be of a type that expands, rather than shrinks, upon curing.Water stops should be installed in accordance with manufacturer's

recommendations. Hinged connections which use short pipe bell stubs

outside the manhole face arc not required to prevent shear breakage in

246

CtL\PTER \"I - CO:\STRccnON

PVC sewer pipe because of its fiexibility. Excessive manhole settlement

can cause excessive detJection and should be prevented or accommodated.

N01e- When water stop is not used at the manhole connection,

bond between grout and pipe can be improved by treating the pipe endwith solvent cement and sand.

Ins/ailing Pipe Through Casings-Encasements for pipes under

highways or railroads should conform to the requirements of the highway

or railroad authority. Runners or cradles should be used to support the

pipe in the casing. (See Chaper VI -Casing).Pipe Embedment:

Embedmen/ Mall'ria/., -Embedment matefJals listed here ,nclude

a numher of processt,.'u marerials plus the soil tYr~\' delineJ accurdIllg (0

the UnitieJ Soil Cla"ilication Svstem (uses) in ..\ST,\I Dc4~O. Standard

!vfethod for Classification of Soils for EngineerIng Purpu~e~. (See 'Llhle53 for descnption of soil classilicatioJ1). These Ill~Jlcri;lb an: groupcJ Intofive oroad ca!cgorit"s according. In (/Jeir suitability for till" tlpp!Jcath1n:

('I:L\' I·T·:\n!;ular, 1':1 III II} InchL's () lo.:.lf) Illlll) graded ~t(lnl',

incluuing a llumher of Jill matcrials thaI have n:E-it1Ilal signilicancc suchas coral. slag. cinders, crushed shells. and crushed S(Pfll'.

Notc Tilt: sill: range and resulting high void...., r:!IJ(l or CI,IS, Imaterial m:d\l' if SUitable for use to dewaler trenches during pIpe ill.Q;l1Jation. This permeable eharlleteristic dictatc$ lhat its lise he limitcJ tolocations where pipe support will not he lost by migratioll of" tine graillednatural material from the trench walls and bottom or migration of otllerembedment materials into the Class I material. When such migration is

possible, thc material's minimum sizc range should be reduced to finerthan '/4 inch (6 mm) and the gradation properly designed to limit the sizeof the voids.

Class II-Coarse sands and gravels with maximum particle size of

lit, in. (40 mOl). inclUding variously graded sands and gravels containing

small percentages of fines, generally granular and noncohesive, eitherwet or dry. Soil Types GW, Gr, SW and SP are included in this class.

Note -Sands and gravels which are clean. or borderline between

clean and with fines, should be included. Coarse-grained soils with lessthan 12% but more than 5% fines are neglected in ASTM D2487 and the

USCS and should be included. The gradation of Class II materialinfiuences its density and pipe support strength when loosely placed. The

gradation of Class l! material may be critical to the pipe support andstability of the foundation and embedment, if the material is imported

and is not native to the trench excavatibn. A gradation other than wellgraded, such as uniformly graded or gap graded. may permit loss ofsupport by migration into void spaces of a finer grained natural

material from the trench wall and bottom.Class III-Fine sand and clayey (clay filled) gravels, including fine

sands, sand-clay mixtures, and gravel-clay mixtures. Soil Types GM, GC,SM, and SC are included in this class.

Class IV - Silt, silty clays, and clays. including inorganic clays andsilts of low to high plasticity and liquid limits. Soil Types MH, ML, CH and

CL arc incll\ded in this class.Note-Caution should be used in the design and selection of the

degree and method of compaction for Class IV soils because of the difficulty in properly controlling the moisture content under field conditions.

Some Class IV soils with medium to high plasticity and with liquid limitsgreater than 50';; (CI-I. 1'.11-1. CI-I-MI-I) exhibll reduced slrength when wetand should only be used for bedding. haunching. and initial backlill inariJ locations \\'here the pipe c:mbedment will not be saturated by ~roulld

water. rainl'all. and/or exliltration I'rom the pipeline system. Class IVsoils with low to medium plasticity and with liquid limit:-. lower than 5()f;(

(CL. ML. CL-ML) also require careful considerati,'n iII design andinstallation to control moisture content but need [wt he restricted inuse to arid locations.

Class V - This elass includes the organic soils OL. 011. and PT aswell as soils containing I'rozcn earth. debris. rocks larger than 1'/, in.(40 OlIn) in diameter. and other foreign materials. These materials arc notrecommended for bedding. haunching. or initial backfill.

Methods oj Placing Embedment Materials - The I'ollowingcompaction methods are recommended as the optimums which willachieve desirable densities with the least effon:

Note-Average Density vs. Soil Class and Soil ConsolidationMethod is provided in Table 54. Maximum height of cover I'or densityranges in given soil types is recommended in Table 55.

Manufactured Angular, Granular Materials - Manufacturedmaterials which are angular, granular such as broken coral, crushedstone or rock, crushed shells, crushed slag or cinders which have a maximum size of IV, inches (40 mm) may be placed by loose dumping witha minimum of compactive effort, except that care should be taken toassure proper placement of material under pipe haunches.

Clean Granular Soils-With coarse-grained soils containing less

248

1

CfL\PTFR \'l - CO,,\STFWCnON

than 5'<: fines such as G\\', GP, SW, SP, GW-GP, and SW-SP, themaximum density will be obtained by compacting by saturation orvibration. If internal vibrators are used, the height of successive lifts or

backfill should be limited to the penetrating depth of the vibrator. Ifsurface vibrators are used, the backfill should be placed in lifts of 6 to 12inches (150 to 300 mm). This material may also be compacted by tampingor other means provided that the desired relative density is obtained.

Coarse-Grained Soils with Little to No Fines-Coarse-grained soilswhich are borderline between clean and those with fines containingbetween 5 and 12'<: fines, such as G\V-GM, S\\'-SM, G\\'-GC, S\V-SC,

GP-G!'.L SP-SM. GP-GC, and SP-SC, should be compacted either byhand or mechanical tamping. saturation, or yibration. or whichevermethod meets the required density.

CQarSt>GralI1C:u Soils with Finc .... -Coar:-.c-grained .... oib containingmore than 12", tines, such as GM. GC, S!'.l. Sc. and alll borderlinecases in ttle group (c.g. G M-SM). should be compacted bv hand ormechamcal tamping. The backfill should be placed in lifts or 4 to 6 inches(100 to 150 mm).

hne-Cirainnl Soils - f:inc-grained suib such a" "1H. ell. ML.CL. SC-CL. SM-!'.lL. and 1\1L-CL. slllluid be compactnl by h,,,,,1 ormechal1Jcal tam pi ng in Ii l'ts or 4 to (, inches ( 100 te> ISO mm).

1::mhcdmclll lompoc/io!1 Afcl!l()(.l\'- \Vhl"fC compaction flleasun:ment or control is desired or required. the recomml'lH.!et! rdcn:nccs arc:(I) AST!'.l 02049. Standard Method of Test for Relati\'C Density 01'

Cohesionless Soils. (2) I\STM 0698. Standard !'.lethod of Test forMoisture-Density Relations of Soils Using 5.5-lb. (2.5 kg) Rammer and12-in. (204.8 mm) Drop. (3) ASTM 02167, Standard Method or Test forDensity of Soil in Place by the Rubber-Balloon Method. (4) ASTM 01556.Standard Method of Test for Density of Soil in Place by the Sand-ConeMethod. and (5) ASTM 02922, Standard Method of Test or Density ofSoil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

It is recommended that the in-place density of embedment materialsin Class I and Class II be measured by ASTM 02049 by percent of relative

density. and Class III and Class IV measured by either ASTM 02167,01556 or 02922, by percent of Standard Proctor Density according toASTM 0698 or AASI-ITO T99.

Common compaction methods are defined as follows:Tamping and Vibrating-Soils which require compaction by

tamping or vibrating generally reach maximum density with a minimum

249

flA.'\DBOOK or pvc PIPE

of effort when controlled to optimum moisture content.Saturation-If flooding, jetting or puddling is employed for com

paction, care should be taken to prevent drainage and flotation of thepipeline. Saturation should not be used during freezing weather. Erosion

of support at the pipe sides and bottom by water jetting should beprevented. Apply only enough water to give complete saturation. Allowtime for the saturated soil in each layer to dewater and solidify until it will

support the weight of workers.Use gf Compaction Equipment-Take care to avoid contact

between the pipe and compaction equipment. Do not use compactionequipment directly over the pipe until sufficient backfill has been placedto insure that such equipment will not damage or disturb the pipe.

Bedding-Bedding is required primarih to bring the trench bottomup to grade. Bedding materials should be placed to provide uniform andadequate longitudinal support under the pipe. Blocking should not be

used to bring_the pipe to grade. Bell holes at each joint should be providedto permit the joint to he asscmhlt:J properl;· while maintaining uniformpipe su pport. A corn paCled dcpth of 4 to (> inches (100 to 150 m m) isgenerally suflicicnt bedding thickness. In tn.:nchcs which have naturalmatl"rials of tine grains. and in conditions where migration of trench wallmaterial into bedding material can be anticipated, either wide trenchconstruction or well graded bedding material without voids should he used.

f{allnching-The most important factor affecting pipc performanccand dellection is the haunching material and its density. Material should

be placed and consolidated under the pipe haunch to provide adequateside support to the pipe while avoiding both "ertical and lateral displacement of the pipe from propcr alignment. Where coarse matcrials with

voids have been used for bedding. the same coarse material should alsobe used for haunching and consideration shall be given to using wide

trench construction. Haunching is placed up to the pipe springline.Initial backfill-Initial backfill should be completed to a point at

least 6 inches (ISO mm) over the top of the pipe. If the remaining finalbackfill contains large particles which may dislodge or damagc the pipefrom impact during placement, the depth of initial backfill should be

increased to a point at least 12 inches (300 mm) over the top of the pipe.Little or no tamping of the initial backfill directly over the top of thepipe should be done to avoid disturbing the embedded pipe, since this

area will contribute nothing to the pipc support.

250

CHAPTER Vt .- CO;-;STRUCTION

Final Backfill:

Backfill Material-The material used in the final backfilling operation need not be as carefully selected as was the bedding, haunching andinitial backfill. In the final backfill material. exclude boulders. frozenclumps of dirt, and rubble which could damage the pipe.

Backfill Compaction - Unless specified otherwise, the final backfillshould be placed using special compaction under improved surfaces and

shoulders of streets, roads, aprons, curbs and walks. Under open fields,lawns, and wide shoulders, unimproved rights-of-way, or neutral grounds

which are free of traffic, final backfill should be placed using naturalcompaction. Special compaction requirements should be defined by thesystem design engineer. Natural compaction is attained by the looseplacing of material (usually pushed or bladed) into the trench. rolling thesurface layer with the placement equipment. mounding the surface. andfilling and maintaining all sunken trenches umil final acceptance of thework. In natural compaction the main consoliJation results from rainfalland ground water fluctuations.

Minill/IIII/ COI'erj;" LOlld App!iclIt;o/l- At least 30 inche.s (760 mOl)of cover over the top of the pipe should he pf<1\'ided before the trench is

wheel-loaded. At least 48 inches (1200 mm) of cover should be providedbefore using mohile trench compactors of' the hyJrohammcr or impactortype. Depth of cover may be reduced to 36 to 42 inches (915 to 1070 mm)by requirement of some authorities or by recommendation of some equipment manufacturers. Such compactors should be used only when the pipeembedment has previously been compacted to at least 85';, of StandardProctor Density (see ASTM 0698 or AASHTO T99).

251

252

HA>;DBOOK OF PVC JlIPE

TABLE 53

60·75

60·75

I\)0-100 1

I iI 60-.s0 I60-.s0(50-60)

95·100 I/so.lo~~i IJ:'·I[)O

IHl,Y5 I..."" I (6U ...<;0) i 00·lJ5

60-80(,10-60)

I I II I IIII

IVI;1'G~:~~:;:;'d IS'nd ,nd G""II ;IC"d : G"inl Fino G,,;n

.\larerials Soils - Clean SOils I 50115

Dumping

Relalivc density IS /loted ill p:lrcnt!leses,'"

CLASS OF DlUEDMENT I

253

)IATERIAL DESCRJPTJO:-i

TABLE 54

CHAPTER VI - CONSTRUCTION

~'* This table SC!\CS ;IS an ;lppro\ilJl:lte gutde defining. :lvcrag.e Pru~tor densitics attainedthrough various methods of soil CUJlSuliJ:llion in different classes of soil. The table is ill .tended to provide gUJ(jance :lnd is no! recol11lllended for ucsign usc. ActLl:.t1 dcsipl valuesshould be developeJ by the engineer for spedfic soils at spc'.::ific moisture contcnts,

APPROXI~IATEGUIDE FOR ESTI)I:\TED RA:'iCE OFDEGREE OF CO~fPACTJO:\VERSLS E~IBED~IENTCLASS A:'\D ~IETHOD OF PL,-\CE)IENT

AS PERCENT OF STA:,\OARD PROcrOR DEi\SlTY OR RELATIVE DE;\SITY*FOR GRA"ULAR ~IATERL\LS 1:\ PARENTJIESIS'"

Optimum moiHure con~<'flt r:luge '),Ildry \\'elght1---------

.suillunwliJJtwII Method ',; of l'rodol 10f I<d:llile) l>cn:.ity K:tng\'

CO/lljl:tll by power IJmpl.'f '15·100Ofram/lll.'f (7.\·100)

-----+---l>emiry hy pOr[Jhle !'\lJ'I"

vibrators IV"""'}

-,-,~,-~~~,.,~""----,--_._------

,. . SO·,)5 80')5!(oll~>{Jh(l:tlt' hy s:truratHlIl /0 0 'I 'I(60·75) (, ...<; )

-. ----·---·-I----------.----.,j--__..J

"O~O I IHand pla(,lllg (·lO{IO) ) I

60-80 III!land tJmping (50-60) I 60--80

Liquid limit pealer 1I1Jn50:'G, 50';

DESCRIPTION OF~IATERIALCLASSIFICATIO:\

M:lnufaCllucd :m<:ulJr. granulJr ffiJlcri.l1, \~ 10 Pi inches (6 1040 mill) sizt,indudin:! mJlerials h;:l\,inl! redon:d simificancc such as crushed Siolle or rock.broken :ora[, crushed slag-. cin'dets, or ~ru5hed shells.

Wel!·gr:ldcd pavcls and ~ra\'d·s:tnd nll\IUreS, linle or no fmes, 50~: or morerel:lined on No.4 SICH..\Iorc tlull 95 c

:. reWIlled on :\0, 200 sic\'c, Clean.

PODrJ}' graded gravels Jnd gr'lvel·~nJ mixlures, lill],; or no (incs, 50~: 0: Illoreretained on No, 4 sieve. ~Iore lll.l!'! 95'- re!:lined 011 :-;\1, 2/JU sieve, Clean.

\\'dl·p;H.kd $;Illds and }'f,lvelh LnJ;, hllk or nu :l!h;~, '\[lln' lh,m Sty, pJ~~e,

No.4 Sll'\l', \Iorl' :h:l1l95 rl'l-llnd on No. 20(1 Slt'\ ..·, Ck,lJl

IJLlLld~ ~'r.lJeJ s;llld~ -lIlJ ;:r-l\d]~ ~.;r:J>, link t>r II" :In"" ,\IUIl' th.m 50', jl;ISW\

:-"0, 4 ~1<:1<:. ~It)rc 111-lnlJ5 rcLun"J un :\u. ~!JU ~l~h' Cle'lll.

SillY j.'r-l\eh, ~'r,l\cJ,\.mJ'~11l llll\lutn, 50. ul !1Iol' 1\'J;Llllnl un ~'u,·l sl<:l<'~lort' [lUll 5U', ret.LlIl'd ull ~w, 2()(l ~1"IC

('U}l} ~'r.l\(h, ~'r,lvd·\.lnd'd.,~ l1ll\tt;:(\ 50 "r mPh' 1l'l.IlIl<'d 011 :\u,·1 \!l.'\<'

.\lor(· 1],;Hl 50 /t·t,l1nn! on ~\J. ~(Ill SIne

Orplllc SlitS ;Ind OIPlllC Silly cLin of !I.'w Jlla\tiCll~, Liquid limil 50:; or less,50~; or Illore pJsseS No, 200 sic\'e,

Or!!:lnic clJYs of mcdium 10 hi!'.!! plJSlklty,or morc passes No. 200 sie\'e,Pcat, muck Jnd other hi~hly orf::lI1ie soils,

DESCRIPTIO~ OF E.\IBEmlEXT .\lATERIAL CLASSIFICATIO~S

I'T

51'

GP

c('

OL

sw

GW

011

G\l

SOILTYPE

:r.

'"~.'

~

'"'"~=

=

..:3

'"'"

-*~3~3GVl

SOILCLASS

,. Soils defincd as CI:JSS I maleliJls art' nol defincd ill AST~1 D~":"\7,

..... In J.ccord;l!1CC with ,·\ST~I D248i, less than Y-; p:lSS :\0. 200 sieve ... "* lr: accord.mcl' wilh AST,\1 D2487, morc than 12';<- pass ;\0. 200 sievc. Soils with 5~'t to 12~< pass No,

2.00 sieve fall in borderline classification, e.g.. GP-Cc.

, S,\l Silt)' ~.llhh, s.llld,\t!1 flll\flll<', .\],,!\' lh.lll _~o p.""" :-;, .. ·1 \11'1" '\1"1(' Ih,1I1I 50'. H'l,Hunl "I! No, 2()1l \In,'

. II S(' ('LLI'\')' S,lIHh, '.lIld'd.l\ Itll'llll'" \Lot,· th,lIl >0 I'.l\\t" ,\0·1 sIn,' ~1"I\' th.lllI '-" 50, 11'!;llflnl on '''0 21111 \ll'\<',

·-~~~I·_···---.------~----.-.--------...-..-.l:.r, .\11 Inol/';(flil. ~l!t\, VCI)"IHlt'\,llld" rod. fl"lll, \tlt\ 01 d.I;'I'Y 11ll\' ,\,111(1\ I lqllill

...: hmn.sO I'l Jc", 50, Of Illor,' P,I\S\" 'I!. 2()(j ,II'\<'

! ~ (I ]nor/:;ml<, Cl,l}" of 10\\ t,' mnllUl1l I'l.l\tkny. n;l\dl~ \'1;1)'\, ';Illdr tidY', \llt}

! :.- t:Liy'. Il'JIl dars. LHjllld IJlJJlt 50 I'l k\\, S(l', or mill,' l'a,H" NIl. 2(jO \h:n:.

I ;. .\111 Illoo:anlt' 'lit" micac\'l1\l\ 01 Ul.II"m.ll.r"U' lUll: s;Hld, (If '11l\, e];l,tl\' Sill,. LlqlUd~ llmll ~/l..·,ller 'th'lll 50',:, 5(l'~ or mOlc i'J"C\ N\>. 2(HI \lell:.

I:; I C'II IllOlPHllI.: dJYS ur hi):h plJSlicllY, fJ[ 1.1.1)\, LiqUId limit /.:lc;ller th,1Il50',';, 50'·

. Of more ]',I\\C\ No. 200 \ICH'.,

I ~I

c..,

HA:'\DBOOK OF PVC PIPE

TABLE 55

~IAXIMUM HEIGIlT OF COVER RECO\L\IE:\DED

PIPE ZONE CONDITIO;\" RECO\l.\IESDED~l,\.,XI.\IU.\1

'lr OF PROCTOR HEIGHT OFE.\IBEDMENT DENSITY COVER

CLASS RASGE (FT.) (M.)

t - 30 9.1

tI i 90·100 30 9.100·90 24 7.3

lit 90·100 30 9.1.s5·\}(J 30 9.175·~5 10 -t.t)05·'75 t~ -t.3

IV leiS.] UU 3u t).]

75·K5 IS ·I.{J

65·7) 13 ·t .0

V SOlt l LASS :\01to llJ\l\ll.Sllt I)

.\tl\ltlIlllll hL"li'Jll 01 l;OVL"1 over 30 fL"L"1 I~ pll\~lbk wllh :';''''..;1;11 Cll~lIlL"L"rln~~ t.:()ll~HklaIJom.

l'cr-:cn! III I'IO-:!lll tkn\lly III :h':-:Dfdal1(L" wltll AASIIl () 'f .\1'1 01 AS'] .\] (,\)h

.', lable IS applh:abJc only wilL"i1llJilltrlllllll pIpe S!lffIlCS~ p, .1() lbf/IlHll4 ,\1 rCCDJlllllcnded maXIIllUlll h~'l~h[\ of (On'f tkllm',L ..kl]c([lllll\ WIll Iwl cxt:ced 7L~',;

wilen rwpcr lIIst,II]:J!lon pnJ(ct!urC:i.i.lfC llseu.

APPURTENANCESPiping systems include pipe and \·arious appurtenances required in

the control, operation. and maintenance of the systems. Proper design.Installation. and opcration of PVC piping systcms must rcl"te to appurtenances as well as pipe. In general. such appurtcnanccs rna\' be evaluatcdin two gcneral classes - (I) pressure water distribution ,,'stcrns and (2)sewage or drainage collection systems.

Appurtenances-Pressure Pipe-A prcssurized water distributions\'stem consists of" network of inter-connecting pipes. Within the networkof pipes a water circulation system is developed which supplies water toall points within the system. normally with continuous ser\'ice even if agiven line within the system has been isolated because of a failure or ifthere is a need for removal Crom service. Such distribution systems providewater for home. commercial. industrial. and municipal applications. Often

254

CHAPTER \'1 - CO;';STRlTTI00i

a critical factor in design of municipal water distribution systems is fireprotection service. Obviously. valves. hydrants. and fittings are essentialto the performance of these systems.

System Requirements:COlllrol Valves-Control valves (gate or buttertly) must be

provided in the system to permit isolation of anyone line withinthe system. Secondary lines are valved from main feeder lines. Inhigh value commercial and industrial areas. control valves are normally located at intervals nO greater than 500 ft. (152 m). In otherareas. control valve interval normally should not exceed 800 feet(244 m).

S(~/t.'!y Va!\,('s- Pressure relief val\'c~ are important in iungpipe lines ft)f surge control. Air relief vaht.::-. arc (ksirahle at highpoints in pressure lines when: taps antI connections are not available.Vacuum relief valves are providctI at critical prolik summits andarc designed to admit air at times of powcr l~lillln: or total prL'ssureloss to prL'vcnt developmcnt of vacuum. Blt)w-ofr \',lIvcs are lIsedat low sy:·.telll elevations and dead~ends ttl permIt line llushingwhen l1L'cessarv.

Fire lIydrul1!S- Fire hydr'lllts tire placed throughout inhabitcdor ucn:lopnl areas in accordance with lire protection requirementsestahiished by state rating bureaus or the Insurance Scrvices Ollicr(ISO). Hydrants arc normally spaced tP provide m'L,imum fireprotectipn «1\'erage of 120.000 sq. n. (11.100 SCI. m) pr less. Thedistribution lines servicing fire hydrants arc normally provided in6 in. (I50 mm) nominal diameter or larger. Hydrant connectionsfrom main lines should be valved.

Fi!!ings - FiHings arc required for changes in line direction orsize and branch connections (e. g.. tee and cross fillings). Fillingsarc available in a variety of designs and materials. PVC I1Hings arcfrequently used in IPS (iron pipe size) pressure systems. Cast ironfillings are principally used in CI (east iron) dimensioned PVCmunicipal water mains.

Appurtenance Installation:COll/I'ol Valves- Valve weight should not be carried by PVC

pipe. Valve weight should normally be supported by a concretecradle or concrete block with anchors. Valves should connectdirectly with PVC pipe using elasLOmeric gaskets which are suppliedby the valve manuntcturers. Control valves in pressurized systems

255

COU"Tt:~y or JQ><NS·MA,NVll.l..l.: SAI..C~ COil".

FlGURE.15 - FmE IIYDRANT FOUND.lrIONPIPE FITI'I;o;(; F1T1T\C VAt YES. TEESStZE 9(1 ELBOW -l5 ELBO\\" IlL\!) E,'ms-----I'/' 300 200 2002 500 300 4003 1.000 600 8004 1.800 LiOO 1.3006 4,000 2.300 2.9008 7,200 4,100 5.100

10 11.200 6.300 7.90012 16.000 9.100 11.300

'1''\ BLE 5(,

TIIRUST DEVELOI'ED I'ER 100 I'SII'RESSURE (LBS. FORCE)

257

CIJ.\PTER \'1 - CO;o;STRUCTIO;o;

blocking should be provided. as necessary. to pre\'enl movemenl ofpipe or appurtenances in response 10 Ihrus!. Thrust blocking isrequired wherever the pipeline:

- Changes direction (e.g. lees. bends. elbows and crosses).- Changes size as at reducers.- Stops as at dead ends.- Valves and hydrants, al which thrusl develops when closed.

Size and type of thrust blocking depends on:- Maximum system pressure- Pipe sizc- Appurtenance size- Type of lining or appurtenance- Lint:: proJlk (t::.g. horizontal or vtrtical bc::nJ:--)- Soil type

Flgllrt:: 36 uispJays standard types of thrust blocking used in rrts~ur·

izcd Water svstellls.

Tahk .56 shows thl: approximatc thnl\( dCH:lopcd ~lt fillings ~Ind

appurtenances for each IO() psi of eilher Il:sl or operating. pfI:ssurc. Thrusbfrolll greater or ksscr prcssul"l'S l:lay be proportioned accllrdlllgly.

There are numerous design methods and nomographs available forsizing thrust blocks. One method used assumes soil bearing values. Table57 gives approximate allowable bearing load for various Iypes of soil. Thebearing loads are estimated for horizontal thrusls when depth of soilcover exceeds 2 feet. It must be emphasized Ihal safe bearing loads inproject soils must be established in system design. When doubt exists, soil

'-\

-@

~"," ..O" "00

@;

J56

require anchorage, reaction or thrust blocking to prevent movementfrom thrust when the valve is closed. In some designs, butterflyvalves will not function properly on certain sizes of PVC pipewithout special nipple adaptors.

Safety Valves-Valve weight should not be carried by PVCpipe. Heavy valves should be supported by concrete cradles. Lightweight valves may be supported with properly compacted beddingand haunching. Valves should connect directly with PVC pipeusing elastomeric gaskets provided by the valve manufacturers.

Fire Hydrallls-Hydrant weight should not be carried by PVCpipe. Hydrant weight should be supported by a concrete cradle. Thehydrant lead valve (normally located at the main. at the hydrant,or in between) should be supponed by a concrete cradic. Insure thattittings and branch tee arc al,o supported by el'ncrele. Hydranlsshould be ,el plumb at designed burial deplh and braced firmlyJuring installation while concrete cradles arc poun:d anJ cured.The concrete foundation for the lin: hydrant serves as:

- Rc'l(.:tion O[ thrust blocking- Anchorage preventing frost heave- Foundation preventing wash out

(Sec Figure 35, Fire Ilydrant Foundation.)Filflngs - \Vcight or

cast iron and metallic lit

tings should not be carriedby PVC pipe. Casl ironfitting weight should bcsupported by a concretccradle. 1'\'( fittings maybe supported with propcrlycom pacted bedding. Fi ttings in pressurized systemsrequire reaclion or Ihrustblocking to prevenl movement effecled by fongitudinalline thrust.

Reaction or ThrustBlocking - Water underpressure exerts thrust forcesin piping syslems. Thrust

':."'O'n fitting::. ilre used In allydrunl runou, J

:,;~::l'! length C<ln be llsed to conneCl tWJ~i:i.;n\ls,

Tilis ty~~ of hydrilnt foundation acts as a thrust·block.as un anchorage afpinst frost·heave and eliminates\'iJsr1:;~:S from WJst-:·W<lter druin.

H/u'\DBOOK OF PVC PIPE

KJ~r.:J~

COV"TO:';;V 0"- IO .. N';_MA"VlI.Ll: " ... 1.<: S CO,,"OflATIOr<

UlSjIT'

o500

1,0001,5002,0004,000

5,000

= 14.4 ft'14,400--1.000

Total Thrust Support Area =

- Select Type of Thrust BlockFrom Figure 36, select type 3

TABLE 57ESTIMATED BEARING LOAD

CHAPTER VI - CO:-';STRUCTION

259

Total Thrust = 2(7.200) = 14,400Ibs.

- Calculate Thrust Block SizcFrom Table 57, safe bearing load for sand = 1000Ibs/ft'

SOIL TYPE

Muck, Peat, Etc.Soft ClaySandSand and GravelSand and Gravel With ClaySand and Gravel Cemented

with ClayHard Pan

If thrust block design has not been speciJied by the projectengincrr. the design or thrust blocking may be calculated as shownIn the followtng example:

Example:Required, thrust block at 8 inch 90' dbow. Maximum TestPressure = 200 psi.

Soil Type: Sand- Caleulate thrustFrom Table 56, thrust on 8 inch 90' elbow = 7,200 Ibs pCI'100 psi operating pressure.

A widely used nomograph for selecting thrust blocks is given inFigure 37. Also, thrusts can be effectively resisted by commercially available joint clamps or designed tie rod and clamp systems.

6. Directioll clw!II:e. cross IIsed as elboll'7, Dirl!Clioll dU/1Ij;!'8. Thrulilli! cO/l/leetlon. WI'£'

9. I i.ihl.' anchor ./0. Directioll change I"arieal, bend allchor

258

Ji {llrIl,,!S, dlH' 10 tliqh rm's.slJr,'. <lfl' '':'l','~\''J, ,lllC!lnr v,;I\,'.'5.J5t"I'l'N At v!'rtie,JI lJPods, ,I1H:hor (I,' r·'"i~l v,llwdf(! (tlru$ls

.'.:'.,

FIGURE 36TYPES OF THRUST BLOCKING

j 9TIrJ .

~~ ~ C' ,'.' ~'1 'rm

, II I~JliI'i ."ill~~If§ ~jll1 . ,...,-~. ·1~ ,::.,J .. ~

J.. '0 0~ r ~"~-;.\':)~E,:;: j t,-~

~,k\n-_.....

~• ,.."",,,.,". >C.

. / ~'--- ,v.- ··--L~\;./ ........-:~.,.....,rn':' ;/.. / /

" _:w·~ ./.' ..0~j ""'''''."",~"r< ",' ",r',//,)t -.:J·F' . G~",

~j' ! - '. J". ~~~~~d':; ~-~.

.....;:,;~.c,t' '" IX,.. ~w=::' '!"T7'<-rr.~ ~"'"

I, Thru fille conneclioll, fecThru iiI/I! cOl/flection, cro.U used (/S h'l!

.? Directioll c!louge, dbow

./. Cham,:" line si~l!. reducer5. Direc/ioll change. /('I! used as dbol\'

H:\;'\OBOOK OF PVC PIPE

bearing tests should be conducted.

Appurtenallces-Non-Pressnre Pipe- PVC plplllg may be used in

various types of non-pressure piping systems such as drainage. ventingand sewage systems. The following recommendations are made for PVCpiping used in gravity sewer systems. A sewer system consists of a pipingsystem which conveys storm drainage or sanitary sewage. The greatmajority of sewage systems in North America are non-pressure systemsusing gravity open-channel !low. Sewer systems are carefully designedand constructed and depend, in great measure, on proper use of pipe

and appurtenances.System Req uirements:Manholes and Junctions - Manholes and junctions are

essential to [he operation and maintenance of gravity ~ewcr systems.Manholes are required to:

- pro\'iue access to the sewer line for in:->rcction andmaintenance.

- provide control of hydraulic now in chang\.' of dirt:ction,changL: or grade, and consolidation or CtlIl\'crging flowchannels.

In common practicc, manholes art: normally located at stredintersections. lnlerval bClwecn sanitary sewer manholes Illay varyfrom 300 to 500 lCel. Interval may be greater for pipe products. suchas PVC :\cwcr pipe, which substantially minimize cleaning andmaintenance problems. compared to piping products which exhibitpoor now characteristics and which arc prone to root penetration

and damage.FittillgS- Fittings arc required for all house connections.

"clean-out" access, and changes in line direction and/or size notoccurring in manholes. Tees. wyes, or tee wyes are provided forservice connections, risers, and "clean-outs". Elbows (90°) and

bends (45' and 22'/2°) are used at changes in line direction particularly at service connections into sewer main lines. (See figure 38,Service Connections). Increasers are used at changes in line size.Caps or plugs are used at dead ends. Commonly used fittings areshown in Figure 39.

261

CI-lAIYfER VI - CO;-';STRCCTlON

,;

-.

!

c~c

"§-,

"?-

2.'!;!'::(;,::

~

g

.~ :;:-: ;:.5~

Ii,~~

g~"--

-;<

~

~~.

~§

;i.~

g~E:§'~~~.;

~ ..~

!;~

U:::: t

t},~~

~"',

,'I

i

,

, ... ,"-',' ..-...

......

,

o

,

': ~.~ :

..:.::: :.' -:,'..

,

,

"d::i~

~:

;iy,~ -·-·\l~ _

··-=-=-~Y~--,--'.',~

~

~u

:::~ ...:.:--'-'---''-- ..-

~ ~ ~ ~ ;~"':"_:~"""!1-- •. ,

f~

,,.,:, .

'i ,,'-'-,---~---,-----,

,. ,g. :..

,

L:~ ~ ~ 0I 2 .. '"~ -~ .. _!

I "- .~---~- ~_ ,,<~-~---

,,.

~60

~:

1

;;; ;;;: ~ s;: ~ ~

" ~I.) "j;~'<

_, /'t.I:~<-;;::,: ::'. ~.:-

........-";-"...-

:::.::; " "~~} - ~ ~ ..... :;

lL\:\"DBOOK OF PYC PIPE

~c~ :: ~ " ~ :: '!: ~? ~ ..

,

/.:L

~

~

~

~-'

~

:/)

::J

~

'0

'"

'"::J

163

Risers-Sewer chimneys. risers. or vertical stacks may berequired in deep sanitary sewers to minimize excavation for servicelines. They are generally permitted where the collection line is

deeper than 7 ft. (2 m).Appurtenance Installation:Manholes-Connection of sewer pipe to manholes has gained

importance with the added emphasis on system design sizing andoperating cost incurred due to ground water infiltration. Manholeconnections should be water tight. Connection of PVC sewer pi peto manholes cannot be effeetively achieved with water-tight sealusing concrete without special pr~raralion. L"nlike some other se\\'L'rpiping l11aterials, PVC pipe ",ill not bond \\lth concrete. A PVC pipemanhok connection shoulLl be accompli:--heJ using some form ofsea] or w<Iter stop. rvlanhole C\Hlnections ('an he made as follows:

- )-..lanhok couplings prl)\'iding. elaswflleric gasket seal. Unitis grouted into Illanlwk \\'all. Plpt: inst:rts into coupling.

~ \V,I!CrSWp in various forms (e.2-" llc\ihk boo! or slecvc.O-ring or gaskct) produccd from elaslollleric compoundis grouted or locked into Illanhnl:: w,lIl. Pipe inserts into

W<llerstop.~. Precast l11anholt.: with connection pl1rtS with clastolllcric

seals precast into manhole wall. PIpe inserts into connec

tion port._ Grouted connections directly to I'\'C pipe l11ay be effec

tivc if the pipe at the connection is first softened ",ith

solvent and covcred ",ith sand.Drop manholcs arc customarily required when the difference

in incoming and outgoing invert elevations are 2 feet (0.6 111) ormore. Connection to drop manholes requires manholc connectionsas described above and fillings installed w provide nccessary lineprofile. Drop manholes using PVC pipe mac' be designed in these

configurations:- Inside drop manhole- Outside drop manholeRecommendation for proper connection in the inside drop

manhole defined in Figure 40, Figure 41 provides recommendation

for connection to the outside drop manhole.

(II AfTER \"1 - CO:,\STRL:CTION

45' WYE

45' BEND

90' EL

~"..".....'to.t...,...,I T.. t'.",,"r-:"~~I ~ f' ~'!" ' " ..------",,~

COURTeSY OF" JO'lr-ll'·MANVH.Ll'.: SAL'::; CORPORATION

262

""~W /,.~

C::!:::::::...-----:-=LCf:'y~ r=~-'. "--L:,.~.f",r",~,!<W'''''''''''' V,'·~-,1-'/i'<""""hl>I"llll~"~ "'''-

(e) Plan

FIGURE 39 - SEWER FITTINGS

f~,..._

t~c;;~;-~ -t_,-.~~' (~.~<q__ -'"N<;L.,~,-.;j \-'-"-~"':- -/~

'"'~ ~,_': ....\';i~...~ ..,:~. _',~' _. r\ ~'~_11,~,;':;~c..7-I (bl (,~••hM '; ~>i'0~ ?",." ..."

,"' '-..J }\

4J7~"iJ"".'J

0:>._,

FIGURE 38 - SERVICE CO:'>iNECfIONS

!_r~r_.""

22;;" BEND

TEE·WYE

f.;,=~ii1~ I :

irl( i 11-1~1IIIlll-Tll-I~11!lJI"",<.J-_.~_~=

HA.NDBOOK OF PVC PIPE

! tliI

I ii TEE

I

1-.-:.-1-~I

i

IiI

;1'"

90° ELBOW

.>~'.~'

SECTION A·A

.w•m<2<>

Ii -rr

~J, {.

4" MIN

Ir,COMII\;G$£W£ fl

" I f0TI1:~::

HE

SECTION A-A

265

, . ) \4~ f I

..•.. yE !.lHAl-.(" I { :. ,~-----'-I Cl£:::::OUf J, , . , ...... ~r L£G !

',,- ..• ,,.,,, I'",.' ',i I _.o I·· .. I I I

4~ (ll. -\-..... ~ t 1]" .. I 1

\" .. ! ICONCII(I[ .. " .' .' II.NCA~;!MINT ~ lNV(IlT10IH JOlJ1GOlNC

\" v ,,"l OU,I(.N[ tJ M"OJ· l,t WIll

) ~," (;" ~ll\Ulll IUSUlI ._.

o ~.. , ~!' ~"..O ~''''''~'ON,'' '? .:::J90 III '- .7··.. .. 5

"'ANHOlt!.lASt

INV ELEV ASSHOW''; ON PLAN

CONCRETE!.:

4"' MIN

CHAPTER VI - CONSTRUC'TION

ilGURE 41OUTSIDE DROP MANHOLE CONNECTION

5T M,OARD PIlE. CAST CO""OI[ n:01-1. BRICK MANHOL£ ISlE NOH 1)

CONCRETEENCASEMENT

SECTIONAL PLAN

/----..,6"/;111'': //

, Itl, I " • " !,' ./. .}>;t;:::::R;<\,f__~ __ 'r~~'

i____zt~'I>- _

I8.;:1

SECTION B·B

~!~\J \

!

WEIR DET;\IL

i.(l(.l fl..\ ,'<tU·.·!·.·.. ·/ THAI'

•\

REVOVE PORTIO', JF DHorPI;>::: TO CON/'.IECT ':"S SHQ1,';N

:. ~

I ;/;/l-/~: -

A

"J"}' 1.111.

fol1 TO!' III PH(W I',)'lotll 10SlllVl 11,.\\"["

~-'.J'I rn I~-I

'"~

'Iw"

L"

~

t· ,

SECTION A·A

264

<;:Ol)"TElOV 01' JOH .. S· ...... NVILLE ""'LE!> COR".

r;hJ

SECTION C-C

r'

FIGURE 40INSIDE DROP MANHOLE

CONNECTlO:\

LA~ I'lrt H'/U"OI:>ltlll(l(D ~J'L

:!IF ~~~::~ '."'00""""r. IF ORO!:fltO• . Jill" DIll. ALUMI,",U','

PIPE STlIAP, Sf T ASaRGEAEO

{;' PLASTIC PIPE" rx;O ~t ',0OR lARGER ASOIlOEREO

~'J;-,~;i~;~,::,~;;t,C; ~I~jnUNDEA PIPE WITH A' CO'.c . MOR MASONRY FOR A \~IOTH i'OF{;"EACHSlDEOFPI~E 0YW iMIN. WlDTH 22""

A

L

HA.>;OBOOK OF PVC PIPE

166

ll:\:,\DBOOK OF PYC PIPE Cll,\f'HR VI - CO:\STRl'CTHJ:'\

267

CABLE

. STRAPPING POSITION WOOO CROSS PIECE \. ~ 90°::-:->E.!J:: ':::~!IIffi <, :::~:.un >__ u<> ~ ". . ., ..'.,.///,//._,'./J,.'. ,... .',.... ,... // ... ///. '

/ . :(A •SKID SKID ......... 90

12" B UNDER - 4 SKIDS

FIGURE 42-PVC PIPE CASING SKIDS

- Insure uniforl" support at the riser pipe connection byuniform bedding with good compaction all around and

up the pipe.- Achieve good compaction in the haunching from the base

to the springline of the fitting and sewer line using selectmaterial if necessary.

Note: Concrete encasement of PVC riser pipe connections servesno useful purpose.

Sewers all Sleep Slopes-It is recommended that sewers onslopes of 20% or greater should be anchored securely with concretecollars cast immediately downhill from bells to prevent downhillmovement of the pipe.

CASI~GS-PRESSURE AND NON-PRESSURE P1PEWhen PVC water or sewer pipe is installed under highways_

fUlw..ays or railways, casings may be n::quircd for the liJilowing reasons:- To prevent damage to structures c;lllscd by' soil erosion or seltk~

menl in lllL: pipe installation efTected by lint: failure P[ kakagc.~" To pt:rmit l'conomical ripe removal and [cplaCl.:ment in the rllturt.~.

- To accommodate regulations or requin.:IlH.·llh imposed hy publicor private owners or property in which the pipe is installed.

- To permit boring ratllt.:r than excavation where ()pcn excavatioIl

would be impossible or prohibitively expensi'T.When PVC pipe is installed in casings. skids must be used to prevent

damage to pipe and bell joints during installation and to provide properlong-term line support. PVC pipe in casings should not rest on bells. Skidsshould properly position the PVC pipe in the casing. Figure 42 shows atypical skid arrangement on PVC pipe.

:-,

CONCRETE OR ,,1QATt.AEOBRICK EI>CASE/.1ENT

=m"~r"d-".ft~ ~IFJ,,. L':::-- ,-M=...::.1 -- --:.'1

,.

,I'

SECTIONAL PLAN TYPICAL

'i )'

CO'"'T''''''' Or JO.. 'i5· ... 'It.",ILLE l''''L''. Co',,'

ff-- I

I. __X--".·

I I'

:' I :/~c

/ ~~~,.,t

I' ~ .. --,

!

NOTES;1. MANHOLE BODY TO BE CONSTRUCTED

AS FOR STANDARD PRECAST MANHOLEOR BRICK MANHOLE.

2. CHOOSE SECTION A·A (DROP DETAILJ TOSUIT TYPE OF PIPE ON JOB.

3. FOUNDATION FOR OAOP SECTION TO BEPOURED INTEGRAL WITH r...1ANHOLE BASE.

L

Make connections at manholes to insure that proper compaction is achieved in pipc bedding and haunching. Insure thatrigid structures are properly bedded and installed. Settlement orshifting of rigid structures will normally not cause shear breakageas is common with rigid piping products. HO\\·el'Cf. excessive shifting or settlement could place excessive strain on PVC pipe or causeexcessive dellection or distortion.

High Velocity Protection: Where 1I0w velocitics are grcaterthan 15 fUsec., it is customary to provide baflles. cushioning orenergy dissipation within manholes.

Risers- When installing PVC riser pipes on PVC sewer line,the following procedures are recommended:

- Use a tee or tee-wye fitting to connect PVC riser pipe tosewer line.

FIGURE 41OUTSIDE DROP MA."-iHOLE CONNECTION - ConCd.

HA,'\DBOOK OF PVC PIPE

Skids may either extend for the full length of the pipe, with theexception of the bell and spigot portion required for assembly, or may bespaced at intervals. Skids must provide sufficient height to permit clearance between bell joint and casing wall. Skids should be fastened securelyto pipe with steel strapping, cables, or clamps.

Pipe may be installed in the casing using:- Winch drawn cable- Jacking

In both methods, care must be exercised to avoid damage to pipeor bell joints. Use of.lubricant (flax soap or drilling mud) between skids,and casing can ease installation.

Caution: Do not use petroleum products (e.g. oil or grease).Prolonged exposure to these products can effecI damage 10 somcelaslomeric gaskcls.

Upon complelion of pipe insertion, backlilling in accordance wilhdesign requirements can be accomplished.

NOle: Life of wooden skids can be eXlended by Irealmenl wilhwood preservative.During backlil!. care musl he exercised 10 prevenl 110aling Ihe I've

pipe oUI of proper posilion. Do nol usc wedges 10 lock pipe inlo posilionduring backfill operations. \Vhen pressure grouting is used fur backfilling.exercise caution that excess grout pressure docs not efICct pipe distortionor collapse.

TABLE 58TABLE OF CASING SIZES

('ll.<;inc Sill' l\lnximum SkidNominal Pipe SilC (Imide Di:unelcr) Support Spacing·

(Dilllneler in Inches) in. 111m. it. Ill.

4 8-10 203-254 4.7 1.46 10-12 254-305 6.3 1.98 14-16 356-406 7.4 2.3

10 16-18 406-457 8.5 2.612 18-20 457-508 9.6 2.915 22-24 559-610 11.0 3.4

• See Chapfer V-SUPP0rl Spacing/or additional rejinemell/ 0/support spacing requirements.

Table 58 provides recommendations on casing size required fordifferent sizes of PVC pipe and maximum skid support spacings. Casingsare normally sized 10 provide an inside diameler which is at least 2 inches

268

CIIAPTER VI - CO:\STRUCTION

(50 mm) greater than Ihe maximum outside diameler of the pipe bell,

pipe skids or cradle runners.

SERVICE CONNECTIONS-PRESSURE PIPEService connections vary in size from small services supplying

individual homes !O large outlels for industrial users. Service connectionsto PVC water mains are accomplished in the field using Ihe following

methods:- Tapping Ihrough service clamps or saddles.- Tapping with large service connection Ihrough lapping sleeves

and valves.- Direct lapping (;\\\1\\1;\ C900 PVC pipe only).Sen-ice Clnmps or Saddles - Service connl'etion~ may be m:u..k using

a Scr\'lce clamp or saddle. l\laximum outlet sizl: rc:commclH.kd withsen'ice clamps or saddles is .2 jnche~ (50 mm). \Vhcn fl1:.lking this type ofconncclion, cqLlipnH.:nt is u.'icd which altadlc..:'i to the corporation SlOp

permittIng. a clItting tool FIGURE 43to be fed through the

c()rror~ltioJ1 stop to cut ;1

l!(lle in Ihe pipe. No lap

ping of Ihe pipe wall isrequired since the corporalion s«1P is Ih readed in 10

the service clamp. Serviceclamps or saddles used forattaching service connections «1 PVC waler pipeshould: ""OTO C:OU"TC~V QI- CLOW co .. ,·o""nON

- Provide full support around the circumference oflhe pipe.- Provide a bearing area of sufficient widlh along Ihe axis of the

pipe, 2 inch (50 mm) minimum, insuring that the pipe will not

be distorted when the saddle is tightened.Service clamps should not:- Have lugs that will dig into the pipe when the saddle is lighlened.

- Have a U-bolt type of strap that does not provide sufficient

bearing area.- Have a clamping arrangement that is not fully con!Oured 10 the

outside diameter of the pipe.A number of lapping machines are available which will drill through

169

It/\..... UlH)I)K. UI' I've I'll'l::

ftGURE 44TAPPt:\G SLEEI'E AND VALVE

27U

nun.

406

457

483

533

483

584

483

533635

in.

16

18

19

21

19

23

19

21,<--'

~ll:\nlUM LAYI:-iG LENGTH

4 X 2, 4 X 3, 4 X 4

6 X 2, 6 X 3, 6 X 4, 6 X 6

8 X 2, 8 X 3, 8 X 4, 8 X 6

8x8IOx2, IOx3, IOx4, IOx6

IOx8,lOxl0

12 X 2,12 X 3,12 X 5,12 X 6

12 X 8J2x10,12x12

;'.IA[" & TAP (inches nominal)

CHAP'fER Vi - CO:,\STRUCTIO:-;

TABLE 59MINnlUM TAPPING SLEEVE LEi\GTH

slwuld be used with proper direction and inslruclions from the manu

I:lcturer or the PVC pipe and the manufacturer or the direct tapping cquipment.

Connecting Service Line -It is recommendni that all service COtl

necli,,,,, (service clamps, saddles and direct taps) be installed so that the

outlet is at an angle or 45(' above horizontal. :\ heno or "gooseneck" inthe service line should always be provided to insure flexibility and to

accommodate the efTcets or load due to settlement O[ expansion and/orconlr"ction. Proper soil consolidation should be providcd in thc area ofthe ~cr\'icc connection.

271

SERVICE CONNECTIONS-NON-PRESSURE PIPESanitary sewer st.::rvicc conllections may vary in size depending on

local codes, regulations, and system requirements. Service connections

for large industrial, municipal, or commercial installations may be quitelarge. :-lost service connections for private residences wiil be 4 in. or 6 in,

nominal size. Servicc conncctions may be made \vith fittings installed inthe sanitary sewer main line (tee-wye, tee or wye) or with field installed

service saddles (gasketed and clamped or solvcnt cemented).

When a field cut-in service connection is required, the following

precautions should be observed:

- Prevent entrance of foreign material into cut-in pipe opening.

- Use proper fitting and procedurc when installing the field con-

nection saddle.

The following materials, tools, and procedures are recommended

,..,.,;,;-\..1,~.~ --t:;.'3j-< -

~~'J:I .r~;<-.. '( ",,,'.. ~ .. ~~. , /,i;...... - ....~

-' \ \ !, . !'iJ/\\J!B' \ /.~.I.r.)I}"1>,,,,., I,,, //

..../~ '\',\\v//.>;

a corporation SlOp. It is important that the CUlling lOol be a she, lype

(hole) cutter which will retain the coupon and be designed to accommo

date walls as heavy as DR 14 (pressure class :WO. AWWA C900). Many

shell cullers are designed only for thin walled PVc. Consequently, they

do not have sufficient throat depth to handle the heavier walled pipe.

Service clamps and saddles should be installed in accordance withmanufacturer's recommendations.

Tapping Sleevcs and Valves-Tapping slecves and valves are used

when service connections larger than 2 inches (50 mm) must be made in

PVC water main. Tapping sleeves may be used for making large tapsunder pressl1ire.

When tapping sleeves areordered from the manufacturer,

the outside diameter of the pipe

being tapped, the size of the outlet desired and the working pre:-.sure ~hould be specilied tll in"urethat the sleeve furnished will hesatisfactory. Lcad.joint S!cL'VCS

should not be usn!.Tapping sleeves should be

:l"sembkd in accon.lallo': with thl'Illallu!~lctllrer's directions. Drilling equipment Cill be purchased or rentedfrom steeve manlll~lcturer:; who also furni,,1J Jrlstruclions and/or instructorstrained in making such taps. (Conlractprs wtw specialize ill this type ofwork are abo available in SOlllC areas.)

Tapping slecves should be well supported independently from thepipc during thc tapping. Support uscd should be left in place after tapping.

Thrust blocks should be used as with any other filling or appurtenance.

Table 59 provides recommended minimum lengths of tappingskeYes for the various main and tap sizcs for PVC Municipal Water Main.

Direct Tapping-Service connections may be made by direct tapping

of AWWA C900 PVC pipe wall and the insertion of a corporation stop.PVC municipal water main manufactured in accordance with AWWA

C900 in nominal sizes 6 inch through 12 inch, Pressure Classes 150 and

200, is being direct tapped in the field with success. For 4 inch nominalsize, Pressure Class ISO and 200 and all sizes in Pressure Class 100 use

service clamps or saddles. In direct tapping proper use of specified direct

tapping equipment and corporation SlOpS is recommended. This procedure

Wo-d"":,,!,,, ·',lo,ll,. L- p,,' •• ·.,l ~'" """1\"/'

~

273

;

.?//.·:y£7£:

'7 / 7 r- '0~ / / _ 1M"/ '. L i/ _" .,' -\ - 1/:;i~_--L.--L"._.• "\~ ... ~41~--~\-

, ''''=L'-~: ¥- \~" • ,m __ __ \ ·f ~ '.'

~ ,~"" .- ,,1,

FIGURE 46TYPICAL END CAP.

FIGURE 4SEND BRACING

_ Tcst ends should be capped and braced to withstand the appreciable thrusts that arc developed under tcst pressure. See Fi&urc

45: End Bracing and Figure 46: End Cap.

CHAPTER VI - CO:\STRl'CTlON

under pressure. Three parts of tne line should be considered when testing:_ The pipe to be tested must be sufficiently backfilled to prevent

movement while under test pressure._ Thrust blocks at fittings should be permanent and constructed to

withstand test pressure. If concrete thrust blocks are used. sufficient time must be allowed before testing to permit the concreteto cure. Cure time of 7 days is recommended when Type I portland cement is used; 3 days is recommended when Type III

high-early portland cement is used.

HAJ,DBOoK OF PVC PIPE

INSpECfION AND TESTING-PRESSURE PIPEGood practice dictates pressure testing portions of a line as they

are completed in advance of the entire system. Before testing, the pipeline must be backfilled and braced sufficiently to prevent movemcnt

272

when making a field cut-in service connection:Materials:

- PVC saddle wye or saddle tee- PVC primer (if required)- PVC solvent cement (if required)- Saddle clamps

Tools:- Brace and bit- Hole saw, keyhole saw, or sabre saw- Strap banding tool-'Natural bristle brush, 4" (100 mm) (If required for cementing).- Round or half-round file or rasp

Proccdure:- Place saddle in position on pipe. Mark hole location using

saddle as template.- Cut hole ,/," (13 mm) outside hole guide mark.- Smooth hole with file or rasp and bevel hole, if required,

for wye saddles.- Wipe clean and dry mating surface of saddle and pipc.- Apply primer to both mating surfaces (ifrequired).- While SUrn,CeS remain wet with primer, apply thick coat

of solvent ccment (if required).- Position saddle over the pipe cut-in hole and drawn down

with metal straps or other suitable means. If using gasketstrap-on saddle; insure propcr placemcnt of gasket aroundcut-in holc.

- Follow proper procedurcs and allow full curing timc whenusing solvent cemented saddles.

Under normal conditions (temp. 70 F (21 C)) the solvent cementedsaddle connection, if properly made, will gain 50% of full strength after24 hours of curing time. See Chaper VI-Joint Assembly for additionaldetails on solvent cementing procedures. Care must be exercised to insurethat the proper design of saddle is used. Do not confuse ASTM D3033saddles with ASTM D3034 saddles.

CHAYt"ER VI - CO:\STRUCTlO:\

TABLE 61ALLOWABLE LEAKAGE fOR PVC PLASTIC PIPE WITH ELASTOMERIC JOINTS

U. S. GALLONS PER HOUR(IMPERIAL GALLONS PER HOUR)

examined for leakage.Leakage Testing- The purpose of the leakage test is to establish

that the section of line tested, including all joints, fittings and other appurtenances, will not leak or that leakage is within the limits of the applicableallowance.

Normal operating pressure is usually applied for leakage tests.Pressure should be maintained at a constant level throughout the periodof test. Measurement of the amount of additional water pumped in duringtest provides a measurement of the amount of leakage, if any.

Air trapped in the line during test will affect test results. Generallythe project engineer will establish leakage allowance and indicatemethods and procedure for testing. If not, Table 61 may be used to determine maximum leaka&e allowable.

A properly installed line will normally "how little or no leakageusing the methods described.

A &ross leak can usually be traced to a major problem (i.e. left outgasket, dislodged gasket. broken pipe, loose mechanical joint bolts.inadequate thrust block). Usually these problems are readily detectedand quickly repaired.

A minor leak grealer lhan allowable limits is frcqlll.:ntly frustratingand dillicult to tind and repair. The usc of dye in the sy"em may benecessary. The hest way to avoid this type (If problem is to pren:nt itduring installation:

- Vent all high poinls - usc a corporation stop if air release valvesarc not required.

- Double and triple check all mechanical joinl bolted connections.

250

.43 (.36).64 (.53).85 (.71)

1.07 (.89)1.28 (1.07)

.38 (.32)

.57 (.47)

.76 (.63)

.96 (.80)1.15(.96)

.33 (.27)

.50 (.42)

.66 (.55)

.83 (.69)

.99 (.82)

275

.27 (.22)

.41 (.34)

.54 (.45)

.68 (.57)

.81 (.67)

Average Tcst Pressure in Line - p.s.I..!QQ ill 200

Allowable Lcakai!c Pcr 1.000 FL or 50 Jointsso

.19 (.16)

.29 (.24)

.38 (.32)

.48 ( 40)

.57 (.47)

4"6"8"

10"12 "

1'\ominalPipe Size,

Inches

i~-

PIPE SIZE t'.S. Gill! 11m f l. Imp. Gal! WO f·l.

4" 70 S~

6" 15.1 127

W' 25 l) 21510" 405 JJ7

12" 57.1 477

214

Filling the Line- The line should be Iilled slowly from anyable source. The \";ter may be iOlrodueed from lines in service throughvah'ed connections or by temporary connections to hydrants or to tapsmade in the new line or at the connection in the line cap. All suchconnections, however, should be made at the lowest point in the line, ifpossible. Where a portion of a line is to be tested and has not yet beentied to the final source, some other source of water must be provided.Flow velocity during line filling should not exceed 2 fps. (0.6 m/see).Table 60 shows the quantity of water required to fill lines.

fl.\\:OBOOK OF I've PII'E

TAULE 60VOLU~IE OF WATER REQUIRED 1:-1 GALLONS

PER 100 FEET OF PtPE

Expelling Air from Pipeline :\11 air ,11lluld he expelled t'rom thepipeline during tilting and again berore making either pressure (If leakagetesb. Automatic air release yah'cs are rCl"(HllIllended. Ctlmpressed 1'1l

tr;lrrt:d air C<l1l greatly amplify any surges as well as pumping pressures.FurtlH:rmore. compressed air Illay leak thrl)ugh a joint which will not1l:ak water and could caLlsc erroneous rcsults.

Pressure Testing- The purpose 01" a pressure-strength test is tolocate defects in materials or workmanship. thereby permitting properrepair. In a properly designed line. pressure surges will be kept to a minimum by the use of automatic relief valves. slow closing and opening ofvalws. slow pump starting and other controls. A test pressure of 50 psiabm'e the normal operating pressure should generally be suflicient. Donot build up pressures greater than specified for test. This can happen ifthe pressure is read from a gauge located at a hi&h point in the line. Insuch cases the actual pressure at low points will be greater. Pressuresgreater than those spccified may cause damage to pipe andlor move thrustblocks. Specified test pressure should be maintained for the specified testtime while any cxposed pipe. fittings. vah"es and hydrants are carefully

ClL\I'l'ER \'J - CO,\STRlCTlOi\

277

Pipc Sizc Timc

Inche';. 1II1ll, ~Iinutc.,--~

4 100 21~

6 150 4

8 200 5

10 225 6I~

12 305 71,/~

15 380 9',

TABLE 62:'lli'\l.\tUol DURATtON FOll AIR TEST PllESSUtlE DllOI'

INSPECTION AND TESTIN, SEWER PIPEAll projects should be tested upon completion of installation. The

engineer should designate the locations of tests and extent of the systemto be tested. optional methods of testing leakage. alignment, and deflection and the requirements for recording test results. Sections of sewerwhich fail to pass the tests should have dereets located and repaired or

replaced and be retcstcd until within specified allowances.Ball Test - Prior to other tcsts. all sewer lines should be cleaned and

tested for major defects by flushing with an appropriately sized sewercleaning ball. Pre-cleaning by high \'c1ocity jet or other method may benecessary.

Visual Test - All sewer lines shall be inspected visually to verifyaccuracy of alignment and frt:t:dolll from debris and obstructions. Thefull diameter Dr the pipe should be visible "hen \'iewed between consecu

tive manhuk~. The method of tcst Call he plwtograrh;. closed circuitItk\'i~jLH1, or yj:-.ually lam ping with mirrors ami lighb.

Leakag<..' Tesl .- Methods or It:-.t which an,; suitahk 1'01' \'ariou~ condition;.. :lfI: lo\\' preSSlll"l: air c.\!iltration. water lnliltr;llion. or watn L:\~

Jiltratil\l1. II is n:cOmll1Clllkd that thl: n:rcn.:c method or k;lkagc tc~1 shouldl1l..' hl\\ rn::-.sure air c:diltration. Plugs or caps on hranch Cnl111cTtipllS

must be ~tcurnl against blow-on'during kakagt: tt~l:-"

Air Testing- The minimulll lime duratioll pt:rlllltled ror ,I pre

scribed low pre~sl1rc exfiltralioll pressure drop hctwct:/l two consecutive

manholes should not bc le" than that shown in Table 62. Thc prescribeddrop should not exceed 0.5 psi (3.4 kPaj rrom 3.5 to 3.1l psi (24.1 to 20.7

kPa) in excess or the grounJ waleI' pressure ahove the tor 01" the sewer.

,--

276

EQUATION 98

Design BasisNOV PL ~

7,400

Where: L = allowable leakage (gal! hr)N = number of'joints in the te.qed lineD = nominal dianH:lcf of rip.: (in.)P = avcrage lest rrt:s:-.un: (psi)

Note: Equation 9i'\ I(.)f integral ht:ll gaskctcd joint pipe in 20 rOOl

lengths results in a ic.tkagc or 10.5 gallon,... per inch dian1t.:terper mile per day when evaluated at a pressure or 1511 psi,

H/u'iDBOOK OF PVC PIPE

The following procedure is recommended to determine if "A isentrapped in a pipe line:

(I) Pressurize with water to desired test pressure(2) Allow pressure to drop to predetermined level

(3) Measure make-up water required to establish test pressure(4) Repeat second and third steps

If the make-up water required to fill the line the second time is significantlyless than required for the first filling, air is present in the line. If no significant difference is measured, a leak is probable.

- Adequately cure thrust blocks bcrore tcsting.- Exercise care to clean Ollt gasket groove:. Often rain and dust

leave dcposits which must be removed rwm exposed gasket

grooves. Insure that exposed gasket grooves are properly cleanedbefore inserting gaskets.

- Be sure when inserting pipe into a mechanical joint or gasket jointthat the spigot end is squarely cut and bevelled properly forthat hub.

- By testing the line prior to installing services. the integrity ofthe main line is insured.

- When installing service lines and assemblies under pressure, anycause of leakage becomes immediately apparent.

DisInfection of Potable Water Lines-Before bcing placed inservice, all new and exposed ponions of existing systems should be flushedand disinfected. Flushing should be done at flow rates sufficient to provide

a velocity in the lines of at least 2'/, feet second (0.8 m/sec). Disinfectionshould comply with AWWA Standard C601. Disinfection of Water Mains.

279

NOTE: Base I.D. is a pipe I.D. derived by subtracling a statistical tolerancep3ckage from the pipe's avera~e 1.D. TIl,"~ tokranL:L' pack~lge isdefined as the square root of tilt.: sum of squ~lfI:d standard manu

facturing: tolerances.

Avg lD= AvgOD -2 t'= AvgOD - 2(I.Oil) t

Tolerance Package = J A 2 + 8 2 + 82 + C

2

Where:A = OD Tolerance (ASnl D 3034). in.8 = Excess Wall Thickness Tolerance = O.Otlt. in.C = Out-olCRoundncss Tolerance;;; 0.015 (Avg aD). in.

t = Minimum Wall Thickness (AST~I D 3034). in.

t' = Average Wall Thickness: t';:;: 1.06t. in.

In preparation of the recommended base inside diameter values presentedin Table 9. tolerances were established and accommodated in accordancewith accepted practice. The outside diameter tolerance (A) was taken fromTable I in ASTM D 3034. The wall thickness tolerance (8) is the custo

mary 12% of minimum wall or 0.020 inch, whichever is greater (as done inother ASTM plastic pipe standards). Current ASTM PVC pipe standardsspecify out-of-roundness tolerances which vary from ± 3.7% to ± 0.6% ofthe outside diameter. In development of this recommendation, incrementsof 0.025 inch which are closest to 1.5% of the outside diameter were usedfor the out-of-roundness tolerance. (Refer to ASTM D 2241 and D 1785.)The base inside diameter was estabhshed by subtracting a statistically derived tolerance package from the PVC sewer pipe's average inside diameter.The tolerance package was derived by calculating the square root of the

sum of the squared standard manufacturing tolerances.

CHAPTER Vi - CO:\STRLJCnON

TABLE 63BASE INSIDE DIAMETERS FOR

DEFLECTION MEASUREMENTS OFASTM D 3034 DR35 PVC SEWER PIPE

Avg. 1.06! Avg. Tot. Base

DR O.D. t or t" I.D. Pkg. I.D.

35 4.215 0.120 0.1300 3.9550 0.0654 3.89

35 6.275 0.180 0.1908 5.8934 0.1018 5.79

35 8.400 0.240 0.2544 7.8910 0.1272 7.76

35 10.500 0.300 0.3180 9.8640 0.1529 9.71

35 12.500 0.360 0.3816 11.7368 0.1786 11.56

35 15.300 0.437 0.4632 14.3736 0.2292 14.14

Size

10"12"15"

4"6"8"

Infiltration Testing-Infiltration testing is an acceptable method of

leakage test only when the ground water levei is above the top of the pipethroughout the length being tested. The allowable infiltration for anyportion of sewer system should be measured by a weir or current meterplaced in the appropriate manhole and should not exceed 50 gallons perinch of internal pipe diameter per mile per day (4.6 l/mm/km/day).including manholes.

Exfiltration Testing-Exfiltration testing is an acceptable methodof test only in dry areas or when the line is sufficiently deep and theground water/level above the pipe is suitably low. The allowable waterext1ltration for any length of sewer pipe between manholes should not

exceed 50 gallons per inch of internal pipe diameter per mile per day.During cxfillration testing, the maximum internal pipe pressure at the!OWC\l end should not exceed 25 fecl (7.6 m) oj water or jO.X psi (74.5 kPa)and the water level inside the manhole should be 2 reet (0.6 m) higherthan the top or tht: pipe or 2 fet:t (0.6 m) higher than lilt: ground waterIe\'cl. whichever is greater.

Deflection Tcstillg-~ Maximulll allow~lhlL' pipe dl'!kclion (rnluction In vertical inside diameter) :-.hould hc 71:";. Iklkction lcsting isunnL'ccssary when Llsing proper l'o/lslructilHl practicc'. and inspecliondUring pipe installation and when using elllhedmcnt malerial which hasheell properly selectcd. placed and compacted. lIowever. it may hereqlllred that random dellectioll tests of pipc he perf"rmed hel·ore linalacceptance at construction !t>catitlIls hetween succes'.in: manholes whcrethc construction encountered unstable trench walls t1 r bottoms, heavv,rainfall. rrozen soil. high ground water lewIs. deep lines. or dimeulty inattaining compaction. Locations with e\cessi\'t~ deflection should beexca\ated. and repaired by re-bedding or replacement of the pipe.Optional devices for testing include a dellectometer. calibrated televisonor photography. or a properly sized ··go. no-go·· mandrel or sewer ball.For the purpose or dellection measurements the base inside pipe diameters

without deflection are provided in Table 63. The maximum allowabledeflection should be applied to these base inside diameters in determiningthe minimum permissible diameter. It must be emphasized that to insureaccurate testing. the lines must be thoroughly cleaned.

IlA:-;DBOOK OF 1'\'C PIPE

2;8

ClL\PTER \'I - CO:\ST1~CCTtO;';

CHAPTER VI

BIBLIOGRAPHY - ContiIlued

16. "Recommended Standard Specification for Thermoplastic Pipe Joints, Pressure and Non-pressure Applications. UNI-B-l" Uni-Bell PlastIc Pipe Associa

tion. Dallas, T e,as. (1977).

:!81

"Swndard Practice for Description of Soils (Vi~uaIMj\'tanua!)Procedure. ASTMD248S," American Societv for Testin!!. and :'iaterials. PhiJaJelphia. Pcnn-

syl\·ania. (1975). - '

"Standard Recommended Practice for ivtakin£ SolventMCemcntcd Joints withPoly (Vinyl Chloride) (PVC) Pipe and Fittings. ASTM D2855."· AmericanSociety for Testing and Materials. Philadelphia. Pennsyl\'ania. (1973).

"Standard Recommended Practice for Under~round Installation of FlexibleThcr~oplasti~Sewer .Pipe. ASTM I?232 I." Arnerican Society for Testing and~lateflals. Phliadelphw. Pennsyl\'ama. ( 1974).

"Standard Method of Test of Dcn~it\' of Soil and Soil-a~grcgatc in Place byNuclear f\1cthods (Shallow Depth).' ASTM 02922:' Arl1L'rlean Society rtirTesting. and \iaterials, Philadelphia. Pennsylvania, (1976).

25.

26.

24,

23.

21. "Standard :"ktlwd ofTl:st ftlr J)Ln ... iIY or Soillli Placl: by tilt: RubhLr~BalhHHl:"ktlloJ. t\ST\l D21(17." Amcric,ln Society I'llI' Tt.:"tllH!,·and i\Lit!..'ri;d:-., Pllll<l~uclphia, PLnnsyl\';lnia. (1977). . ~

"''1 "Standard :"1ethod or Test ror Dcnsitv or Sl,lil in PJa(..'L' by thL S,lnd-Cofle:.1t.:thod. AST\t 01556," :\mcrkan Societ\' ft1r Testin£. ant.f l\1atcri,d:->, Phil;t-

delphia. Pcnmyl\'ania. (/9771. . '

20. "Standard \!ctllod or 1t.: ... t I'll!' \!l)j'"turc~' D,:n\lt\ RcLltlllll'" or Slllb USill~5.5Ih. (2.5 k!!..l Rammer and 12 Ill. (204.~ mm) J) H ip.,\ST:"l J)(Il)X". :\IlH:rit:a~lSlH:lLt .... It)!' '(L ... tlllg ;\111..1 l\Ltlt:rl;d .... Phibddphi,\, PCllnsyh'<Jllia. ( I()77j.

19. "SLll1tbrd :'h:thod nc're..,t I'llI' RL'latlvc DL'I1S11\ uf Cuhc;-,llmks:-. Soils. ASTt\1D2{I~i9." AI1lCfleall Snell·t: hl!' lcstlllg and ;..1;tl .... rlab. PhilaJt:lphla, Pelln ...yl~\';llll;!. (1')(,9).

17. "Recommendations for StOfa!!C and Handling of polyvinyl Chloride Plastic(P\'CI Pipe. ppJ Technical Report. PpI-TR2b" PlastiCS Pipe Institute, New

York. New York. (May 1975).

lB. "St~tn~:,t.rJ ~lt:t,!lIJd !\)r CJas~~nc;.ttilln llfSnil~ I'llr Enginecring. Pllrptl:.t:s~ ASTl\1D24~J. :'\mLrlGII1 Sllcn.:{~ IlJr r~stlrl~ and \L:tenals, PlllLldclplll;l, PL'nnsyl~V~llll;1. (19(\l)).

15. "Recommended Standard for the Installation of Polwinvl Chloride (PVC)Pressure Pipe. UNI-B-3" Uni-Bell Plastic Pipe Asso·ciation. Dallas, Texas.

( 1976).

IlA;-';DBOOK OF PVC PIPE

CHAPTER VI

BIBLIOGRAPHY

!. "AWWA Standard for Disinfectin2 Water Mains. AWWA C60!." AmericanWater Works Association. Denver. Colorado. (June 1968).

2. Barnard. R.E., "Desion and Deflection Control of Buried Steel Pipe Supportin!?: Earth and Live loads." American Societv for Testing and !vlaterials,Proc.57(1957). ,~

3. "Descriptions of Plastic Piping Joints." ppJ Technical Note, ppI-TN 10.Plastics Pi~e Institute, New York. New York. (March 1975).

4, Design and COnSfrtlCfiOIl of Sonifary and Storm Sell'en. ASCE I\IanuaJ andRepon on Engineering PractiCt: ;";0. 37 (\\'PCF I\L\ntul of Practict: No.9).Am~ril'an Society or Civl! En!.!int:ers and the \\'att:r 1\,llutJon Contrul Feder~

auon, New York~ New York. (1974).

5. Hobbs, Sam I-l. and Lloyd G. ChLrnL. "Air Testing S;IIHt;lry SLWL'rs:' P;lpt:rprcsL'ntLd at thL 40th Annual Conll'rclH':L' of lilt: \Vat~r I\lllutltlll ("untroJ h:J~LratltHl, New 'r'orl\., New 'r'urk. (Octllba J9(7).

6. Morrison, Edward B. ·'Nollw!.!raph for tht: tlL'si!!.ll of IhrtL'd bloeb." el\llEnglnt:t:rillg - ASCI:. (J llllL J 96'J). •

7. !l/asfics I'lping ,HaIllUlI. Pbstics Pipt: InstltlltL'. New York, New York. (1976).

8. "I\l]y (Vinvl ChJondL) (PVC) Pla~tic Plpillt- DCSIg.1l alld Inslall,ltion:' PPITL(hnical Report PPI~TRI3, PlastiC',> Pip!..' InstitLltL' i\LW 'York, New )'ork.(Augu't 1973).

280

9. "P\'(' Pipe TLc!lnoJt)gy Servin!!. the S!..'wcr Industry". Uni~lkll Plastic PipeA>;"ciation. Dalla" Te,a,. (1971).

10. "P\,C Pipe Technology S!..'rving the \Vater Industry," Uni-Bcll Plastic PipeA5~t)ciati(ln. Dallas, Texas. (1977).

II. Ramseier, Rov E. and George C. Rick, "Experience in Using the Low-PressureAir Test ror Sanitarv Sewers," Journal \Vater Pollution Control Federation.\\·ashingtan. D.C. (October 1966).

12. Ramseier, Rov E. and George C. Rick. "Low Pressure Air Test for SanitarvSewers," Journal of the Sanitary Engineering Division, Proceedings of theAmerican Society of Civil Engineers. Vol. 90. ;\0. SA 2. (April 1964). ~

13. "Recommended Practice for the Installation of Paly,'inyl Chloride (PVC)Sewer Pipe. UNI-B-5" Uni-Bell Plastic Pipe Association. Dallas, Texas. (1977).

14. "Recommended Practice for Making Solvent Cemented Joints with PolyvinylChloride Plastic (PVC) Pipe and Fittings. 1'1'1 Teehnical Report, PpI-TR 10."Plastics Pipe Institute. New '(ork, New York. (February 1969).

282 283

i1A:"OBOOK OF I've PIPE

32. SYJllon~, (;l:Ofl~e E. "\Va~tt:watt:r S\ ... lt:llh ~ hpt:... and Plfllng. l\1anllal or Prat:tlCt: NUlllht:r ·lhrt:t:." \\;I!cr and \\~l ... tt: ... LI1:':lnL'L'flll~. Dun-I>unnelln Puhh\hlf1,!; Corporation. Ncw York, 1\"C\\ York- (Scptt:lllht:f [967).

APPENDICES

CHAPTER \'l

BInLlOGRAPHY - Continued

"Standard Recommended Practice for Undcn:.round lnswllation of Thermoplastic Pressure Piping, ASTM D2774," American Society for Testing andMaterials. Philadelphia. Pennsylvania. (19721. •

"Standard Specification for Bell-End Poly (\'invl Chloride) (PVC) Pipe. ASTMD2672." American Society for Testing and 'Materials. Philadelphia. Penn-sylvania. (1976). 0

S\mons. (jeof!!.e E, "Dt: ... I!!n and St:kL'lll1l1 \;l!\'e .... IhJr<.lnb, and Flltin!! ....l\1anual of Pr,;ctil:t: Numher Four." \\;lll'r ;lod \\'a\t~" En!!IIlL"t:fll1!!. Dttn.DOllndley Publishing CorporatIon. ~t:\\ ll'rL ~L'W Yl)rk, (~LIY 1l)6X).~

"Standard Specification for Joints for Drain and Sewer Plastic Pipes UsingFlexible EI~stomeric Seals. ASTM D3212." American Society for Testing andMaterials. Philadelphia. Pennsylvania. (1976).

"Standard Specifkation for Joint<;, for Plaqli..' Prtssur(," Pires Using Fk\.ihlt:Eld~tomcric Seals, ASTM 03139:' Amcrlc<'ln S(lcitl\ f,H Testing and :--'Likl"-iab. Philadelphia, PennsylvanIa. j [9731. . ~

28.

27.

29.

30.

31.

33. Svmons, Gt:Ol'!!t: E. "W;IIL"r Sv.... tt:m ... Plpt: ... ~lIld P1rin!!, "buual Dr Practicl:Number "\\'0,''' \Valt:r and \\";IQt: ... Lll~ln::I,:nn!!. DUJl:Dlll1l1t:llry Publisllln~Corpnralion, NL"w York. New York. (.\ta~\' 1i)"7{l).~ - ~

286

HANDBDOK OF PVC PIPE

*lli!!ht::r values arc rc<;ollHllclHled for de-rarcJ operatlng pressure::..

9.7 (3.0J9.1 (2,8)8.4 (2.5)

12.4 (J.B)11.(1 (3.5)10.7 13.3)14.H (·1.5)13.9 (4.2)12.H 0.9)17.0 (5.2)16.0 <4.9)14.6 (4.4)19,0 (5.8)17,9 (5.4-)16.4 (5,0)

8.4 (2,5)7,9 (2,4)

10.9 (3.3)10,3 (3.1)13.0 (4.0)12.2 (3.7)15,0 (4.6)14,2 (4.3)16,8 (5,1)15.9 (4.8)

7.5 (2.3)9.8 (3,0)

11.9 (3.6)13.f~ (4.:n15.6 (4.7)17.8 15.4)

7,0 (2.1)9,1 (2,8)

II.l (3.4)12,8 (3,9)14.4 (4.4)16,5 (5.0)

7.8 (2.4)10.2 (3.1)12.4 (3.8)14.4 (4.4)16.2 (4.9)1~.5 (5.6)

10.1 (3,1)9.5 (2.9)S.7 (2.6)

12.9 (3.9)12.1 (3.7)11.1 (3.4)15,1 1'1.7)14.5 1-1,4)13.3 (,1.0)17.7 {.'iA)J6.6 (5.0)15.2 (4.6)19.8 (6.0)18.7 (5.7)17.1 (5.2)

8.7 (2.6)8.3 (2,5)

11.3 (3.4)10,7 (3,3)13.5 (4.1)12,7 (3,9)15.6 (4.7)14.8 (4,5)17.5 (5.3)16.5 (5,0)

7.3 (2,2)9.5 (2.9)

11.5 (3,5)13.4 (4,1)15.0 (4.6)17.2 (5.2)

8.2 0.5)10.7 13.3)12.9 i3.9)15.9 (·L6116.9 l5.2)19.3 15.9)

10.6 13,2)9.9 0.0)9.1 (2.o)

13.5 I·Ll)12.7 (19)11.& (3.5)16.1 (4.9)15.2 H.G)13.9 (·1.2)1l'i.$ (5.6)17.4 15.3)15.9 14.8)20.7 16.3)19.5 (5.9)17.9 (5.4)

9,1 12,8)8.6 (2.6)

11.8 (3.6)11.2 (3.4)14,1 (4.3)13.3 (4,0)i6,4 (5.0)15.4 (4,7)18.3 (5.6)17.3 (5.3)

7.6 (2.3)9,9 (3,0)

12.0 (3.6)14.0 (4,3)15.7 (4,8)18.0 (5,5)

pvC PIPE SUPPORT SPACING. IT (10173.4F (2JC) 100F OSC) !1Q£1'!.\

400,000400,000400,000400,000400,000400,000400,000400,000400,000400,000

DesignModulus~

400,000400,000400,000400,000400,000400,000

500,000500,000500,000500,000500,000SOO,OOO

400,000400,000400,000.HJO.OOO400.0(JO-l0(J,000400,000400.000400,000-lOO,OOOo.lOO,OOO400,ODD400,000400,000400,000

14IS2514IX25141825141825J41825

21262126212621262126

353535353535

3535353<3535

Dimension~

APPENDIX 3

ProductStandard

:\W\\/\ ('900:\ W\\:\ ('')OUAW\\:\ ('900AW":\ ('900A WWA ('cJOO:\ \\'W:\ ('9(JOr\ WW:\ ('900AWW:\ ('900(\ WWA ('')00,\\\WA ('900AW\VA C900AWWA (900(\WWA ('900r\WWA C900AWWA C900

APPENDICES

287

AST!'>1 0 2241AST~1 D 2241AST~I D 2241AST~1 D 2241ASDI D 2241AST~I D 2241ASDI D 2241AST~1 D 2241AST\I D 2241AST\I D 2241

ASDI D 3034ASDI D 3034ASDI D 3034ASDI D 3034AST!'>1 D 3034AST!'>1 D 3034

SUPPORT SPACING FOR SUSPENDED HORIZONTAL PVC PlPEFILLED WITH WATER

AST!'>! D 3034..\ST~1 D 3034ASnl D 3034"Snl D 3034"SI)I D 3034A5T\1 D 3034

* AWWA C900 Pipe - All support spacing for cast iron size

NOTE: Calculations of support spacing intervals are based onEquation 71 (n span), Pipe vertical displacement (sag)is limited in calculations to 0,2% of span length, Pipebending stress values are limited to values defined inTable 29.

.\68

101215

46S

101215

446688

10101212

4446

"(,oXX

101010121212

i\ommalPipe Size-.lli!L

l50F (66C)

150 F (66 C)

130 F (54 C)73 F (23 C)

100 F (38 C)

MAxn!U~1 TDIPERATURE - CONTINUOUS USEPRESSURE PIPE· :\O:\'·PRESSURE PIPE

Cell Class 12454(e.g., PVC 1120)

PVC PIPEMATERIAL DESIGNATION

PVC 2116 or Cell Class14333 (e.g., PVC2116)

iCell Class 12354 and

Cell Class 13364

Note I: EJastol11l:rk compounds comlllonly llsed 1'01' joint gaskets arcgenerally suitable for liSe in wakr with only ~li~ht fl'duction inlongwlcfm properties at continuous tl'mper:ltufl..':-' or 120 r~' (..tt) C).

Ilowcvcf, the hip.h lcmj1cratun.: propt.'rties or specific ,,:lastolllL'f:'

should be dctl'l"ll1il1cd 1'01' SyStl'lllS opnaling :l! elev:lkd klllj1era·lu rcs.

APPENDIX 2

MAXIMUM USE TEMPERATURE FOR PVC PIPE

Noll' 2: PVC pipl: gCllcrally will perform properly lllltkr stn:ss :lpplicatioll

when shortwtcrm intermittent It:mpcratllfcS L':\L'l,'cd tbe recolllmended muximum temperatures for continotls lise; however.

proper design evaluation of the anticipated operating temperaturesis advised.

HA:\"DBOOK OF PVC PIPE

APPE0:DIX .j

EFFECTS OF COLD WEATHER 0\ PVC PIPE

This section is a summary of all referen.:~s to low temperature in theHandbook. It also includes specific information which may not be in themain body of the Handbook.

GENERAL

~Iost physical characteristics of PVC pipe arc measured at "room

temperature" which is arbitrarily set by ASDI at 73.4F ± 3.6F 123C ± 2C).There are sever.al characteristics of pipe which jre affected by lowering thetemperature,

• Dimensionso TL'l1sik Slrl'n~[ 11• 'r'otlng's \lodulus

IlllP:IC[ Strl'Ilj2[h

1l1~IE"SIONS

Till' col'fllcll'n! of tllL'l"l1l:l1l'\1':1I1'>lllll oj' }l\'( pipl' is 3,{):-, I(r=' Ill/ill/I:(),·l \ 10"-" llljlll'(). Thi,> L'Il;lr:ll'!l'fbtll' will ,,:;::hl':l ~U rt ((l,! Ill) pIp,' 10COil {r;It,.'1 0,7 ill ( 1.\ !l1111) \\l1l'n L'O(l!t.-d JrOlll q:" I 1.':; C l [0 -) I' (-2()('),

The ~;lskc[ join! is easily :lhk to ;IL'l'Ollll::odall' tillS if" lllstalkd properly, 110\\'r..'\'el". till,.' l,.''\;llJlpk doe:-. point ouI tnl' prohk'lJl oj' j1lJsllill)..': tIll'spip'ot fully into till,.' bl'lI whell jllsI;dlin~ pip~' ;l! \'l'lY low klllj1l,.'I':ltlln.'s,This practicc n::->ults ill cOllsidcrabk lon~itlldil1.:l ,,:olllprt:ssioll ;Hld swed!;:ill~

of tlil' pipc (l..';.;pansioll of the bl'll and criJJlpin~ ()f the spigot), Fortun:lkly.this s,:ldolll, if l'\'l"r. rl'slills in a strlJ1.:tural raillli;;-, but may result ill failureOr:l lllandrL'! test ill a !!ra\'ity sewn linc.

INSTALLATION TIP

During very cold [below -5 F (-20C) J \\t'J.ther r('frain from forcing.spigot fully inlo bdl. Use the stop mark and back out pi pc if necessary toinsurl' adequate room for expansion,

Tile same coefficient of thermal expansion will cause a bundle ofpipe to shrink by a considerable amount. This mJy in effect loosen bundlesand cause displaced pipe if undue forc('s are aprlkcl. This would not normall}' cause problems when pipe is shipped from a plant or warehousebecause truck strapping will hold eva)'thing together.' Rehandling ofindividual bundles particularly using a sling may cause displaced pipe.

INSTALLAnON TIl'

When handling. individual bundles in cold wt;.'ath~r IlSt' a fork lin, If

~ss

APPENDICES

you must use a sling be careful to keep pipe horizont::l.1.

TENSILE STRENGTH

The tensile strength of PVC pipe increases with lowering of tempera

ture. In the interest of conservatism, this fact is seldom applied to pipe

design. Cold temperature has a positive effect on the tensile strength of

PVC pipe.

YOU\G's MODULUS

The modulus of tensile elasticity varies inversely with temperature,Cold weather produces a stiffer PVC pipe. This has two effects On installa

tion. PVC pipe will be stiffer and therefore, have a higher F/!:'Y in eold

It.:mp,,'i:lture <lnd therefore, tklleet less, PVC pipe will have a grt:atl,.'r sl,.,ctionmodulus (:IS a beam) and will bL' mail' dilTicult to !ll'nd in the trcllL'l1,

I.\II'ACT STRENGTH

..-\s is \\'('11 knc)\vn, the impact strength of all thL'f1noplastil's, indeedIII 0:-. t materials, is reduced with lkcreasing lL'mper;lturt.'. Therl' is llO methodlor ,kkrminill!! wllal the il11p:ll'! strl'ngtll 01':1 malL'ri:d will hL' at o Ill' tl'lllpn;lltIl'l' ir till' illlpal'l st/'L'ngth at another tl'mpL'r;llllrl' is knowll,

Thl'J'L' an.: ;1 few bL'lll'ralizalions,(;1) Ili1~h illlpact strl'llbth at low klllperaturl' usually 1llL';lnS good

impact strength at higher temperatures,(j)) Hi~h impact strength at iJigh telllpcralurl' usually ml'allS gOOlI

impact strength at low temperature,(e) Very high impact strength orten requirt.'s a sacrifice in other

desirable characteristics, such as a reduction of tcnsik' strength,lei) Determination of impact strength depends upon size and shape

of test instrument.PVC pipe is generally better in impact strength at low tel1lperaturL's

[-5 F (-20C) ] than olher commonly used pipes. However, PVC is extreme

ly easy to handle at eleva led temperatures. This situation results in a sense

of security and poor handling techniques. This often results in catastrophic

fa..ilur~s when these "warm weather" techniques are applied when the temperature is sub-freezing. As an example, a PVC 6 inch DR 35 ASTM D

3034 pipe should easily be able to withstand an impact of 21 0 ft.lb. (284J)

at 73F (23C) (2 inch tup), At OF (-I8C), the same product typically with

stands 50 fUb. (8J) of impact. The ratios are not consistant from size to

size or class to class or even PVC compound to PVC compound. The above

is intended only' as an example,

289


INSTALLATION TIP

Encourage good handling practice at all temperatures. This willinsure minimum problems at low temperatures.

TAPPING

Because the pipe has a lower impact at lower temperatures, it isadvisable to proceed with tapping with more caution than would be necessary at warmer temperatures.

APPENDICES

APPENDIX 5

PVC PIPE DIMENSIONS

Outside Diametersi'\ominal Wall Thickness TolerancePipe Size ~linimum Tolerance Average 00 A ....erage Out-or-Roundness

ASDI D 1785, PVC PIPE, SCHEDULE 40I 0.133 +0.020 1.315 ::0.005 ±0.0101'4 0.140 +0.020 1.660 =0.005 ±0.012H-S 0.145 +0.020 1.900 ::0.006 ±0.0122 0.154 +0.020 2.375 =0.006 ±0.0122~/2 0.203 +0.024 2.875 ::0.007 ±O.O 153 0.216 +0.026 3.500 ::0.008 ±0.OI53 J/l 0.226 +0.027 4.000 ::0.008 ±0.0504 0.237 +0.028 4.500 =0.009 ±0.0505 0.258 +0.031 5.563 =0.010 ±0.0506 0.280 +0.034 6.625 =0.011 ±0.0508 0.322 +0.039 8.625 =0.015 ±0.075

10 0.365 +0.044 10.750 ::0.015 ±0.07512 0.406 +0.049 12.750 =0.015 ±0.075

ASDI D In5. PVC PIPE, SCIIEDUU:. 80I 0.179 +0.021 1.315 ::0.005 ±0.010

-\1'/, 0.191 +0.023 1.660 ::0.005 ±O.O 12}\/, 0.200 +0.024 1.900 =0.006 ±O.O 12~ 0.218 +0.026 :::.375 ::0.006 ±0.012-2~'l 0.276 +0.033 2.875 ::0.007 ±0.OI53 0.300 +0.036 3.500 ::0.008 ±O.O 153Vz 0.318 +0.038 4.000 ::0.008 ±O.O 154 0.337 +0.040 4.500 ::0.009 ±0.0155 0.375 +0.045 5.563 ::0.010 ±0.0306 0.432 +0.052 6.625 ::0.011 ±0.0358 0.500 +0.060 8.625 ::0.015 ±0.075

10 0.593 +0.071 10.750 ::0.Ql5 ±0.07512 0.687 +0.082 12.750 ::0.Ql5 ±0.075

ASDI D 2241, PVC PIPE (SDR-PR), SDR 21 (200)1 0.063 +0.020 1.315 ±0.005 ±O.O 15]14 0.079 +0.020 1.660 ±0.005 ±0.0151V2 0.090 +0.020 1.900 :':0.006 ±0.0302 0.113 +0.020 2.375 ±0.006 ±0.0302V2 0.137 +0.020 2.875 :':0.007 ±0.0303 0.167 +0.020 3.500 ::0.008 ±0.0303~11 0.190 +0.023 4.000 :':0.008 :':0.0504 0.214 +0.026 4.500 =0.009 ±0.0505 0.265 +0.032 5.563 ::0.010 ±0.050

HA:"\DDOOK or: PVC PIPE

ASDI D 2241. PVC PIPE (SDR-PR). SDR 26 (1(,0)

1 0.060 +0.020 L315 =0.005 :to.OJ5I' " 0.064 +0.020 1.(,()O :0.005 :to.015I' , 0.073 +0.020 1.900 :0.00(, :tOJJ30, OJ)lJ 1 +0.020 2.375 :0.00(, iO.030-~l:: O. I I 0 +0.020 ~.~?5 :0.007 lO.O30,

O. 13 ') +0.020 3.500 -O.OOS W.030-'31

..- O. 154 +0.020 -UJOO ·LJ.OOS HJ.050-I O. I 73 +0.02 I 4.500 : LJ.OO') HJ. 0 ') 05 0.214 +0.027 5.5(d 'LJJJ I0 W.O.'O(, 0.2') ') +0.031 (l.(1.~5 :(LOII HJ.O,)O8 0.332 +0.040 ~.(125 :0.015 :'.(J. (J7 5

10 OA13 +0.050 10.750 :(LOI5 ±O.07512 0.4')0 +0.059 12.750 ::0.0 IS ±a.075

Outside DiametersTolerance

ccccc

c

C

L'

C

C

C

L'

L'

L'

L'

±0.050±0.050±0.070

::0.009::0.011±O.O 15

::0.009±0.011±0.015±0.OI5±0.015

:0.009::0.0 I I:0.015:0.015±a.OI5


Average 00 Average Out·of·Roundness

lPPENDIX 5 - Continued

PVC PIPE DIMEI\SIONS

Wall Thickness~1inimum Tolerance

:'\ominalPipe Size

293

A11'11'A C900, PVC PRESSURE PIPEb , PC 200-I S.71 0.343 +0.041 4.800 ±0.0096 /2.) 0.493 +0.059 6.900 ±0.0118 15.4 0.646 +0.078 9.050 ±0.015

10 ,20-14 0.793 +0.095 11.100 ±0.01512 z.:,.q,O.943 +0.113 13.200 ±0.015b Note: Cast iron (Cl) outside diameters listed only

c Note: Out-of-Roundness tolerance on outside diameter notspecified in AWWA C900

SCS 430-DD, PVC 1120 IRRIGATION PIPE. 80 PSI4 0.081 +0.020 4.1306 0.121 +0.020 6.1-108 0.160 +0.020 8.160

;\\\'\\'A C900, PVC PRESSURE I'II'EI>, PC ISO-I 0.267 +0.032 4.8006 0.383 +0.0-16 6.9008 0.503 +0.060 9.050

10 0.617 +0.07-1 11.10012 0.733 +0.088 13.200

ASDI D 3034. PVC SEWER PIPE. DR 354 0.120 a 4.215 ::0.009 a6 0.180 a 6.275 ::0.011 a8 0.240 a 8AOO ::0.012 a

10 0.300 a 10.500 ::0.015 a12 0.360 a 12.500 ::0.018 a15 OA37 a 15.300 ±0.023 aa ;.iotc: ~Iaximum wall thickness tolerance not specified in

AST~I D 3034. Out-or-roundness tolerance not specifiedin .\SHI D 3034.

A\\·\\·.-\ Cl)OO. PVC PRESSURE PIPE b, PC 1004 0.192 +0.023 4.800() 0.276 +0.033 (,.9008 0.3(,2 +0.043 \i.050

10 OA44 +0.053 I LJ 0012 0.528 +0.0(,3 13.200

il. .. ··:-Ln V1\..< ' ..0,,'>

±0.050±0.075±0.075±0.075

±0.030±0.050±0.050±a.050±0.050±0.075±0.075±0.075

±0.050±0.050±0.050±0.050±0.075±0.075±0.075

±0.008::0.009±O.O 10±0.011:to.015=0.015±0.015

Average 00 Average Out-or-Rollndness

APPENDIX 5 - Continued

PVC PIPE DIMEI\SIONS

Wall ThicknessMinimum Tolerance

i\ominalPipe Size

ASDI D 2241. PVC PIPE (SDR-PR). SDR 21 (200) - Continued6 0.316 +0.038 6.625 =0.0118 OAI0 +0.049 8.625 =0.015

10 0.511 +0.061 10.750 ::0.01512 0.606 +0.073 12.750 ::0.015

ASHI D 2241. PVC 1'11'1'. (SDR-PRI. SDR 32.5 (12513 0.108 +0.020 3.500 ::0.0083V, 0.123 +0.020 4.000 ::0.008-I 0.138 +0.020 -1.500 ::0.0095 0.171 +0.021 5.563 ::0.0106 0.204 +0.02-1 6.625 ::0.0118 0.265 +0.032 8.625 ::0.015

10 0.331 +0.040 10.750 ±0.01512 0.392 +0.047 12.750 ±O.O 15

?O?

ASHl D 2241. PVC PIPE (SDR-PR). SDR -II (l00)3Y, 0.098 +0.020 4.0004 0.110 +0.020 4.5005 0.136 +0.020 5.5636 0.162 +0.020 6.6258 0.210 +0.025 8.625

10 0.262 +0.031 10.75012 0.311 +0.037 12.750


Average OD Average Out-or-Roundness

'0"

ffrf

ffrf

I"rrr

dcIdddd

d

::0.028::0.033::0.037:to.042

::0.028::0.033::0.037::0.042

±O.021)±O.033;:0.037::0.042


CA~Y~c~r=.g",e:..::O:::D _A_v_c_r._g_e Ou{-of-Round ness

. ,PPENDIX 5 - ContinueD·

PVC PIPE DIMENSIONS

Wall ThicknessMlnlmum Tolerance

NominalPipe Size

UNI-B-7. PVC SEWER PIPE (18 - 27 inch), M-3e

] 8 0.499 f 18.70021 0.588 f 22.04724 0.661 f 24.80327 0.745 f 27.956e Note: M-l = 400,000 psi minimum modulus

M-2 = 440,000 psi minimum modulusM-3 = 500,000 psi minimum modulus

f Note: Maximum wall thickness tolerance not specified inUNI-B-7. Out-of-Roundness tolerance not specifiedin UNI-B-7.

UNI-I3-7. PVC SEWER PIPE (18 - 27 inch). ;'1_2e

18 0.520 f 18.70021 0.613 I" 22.04724 0.689 f 24.80327 0.777 f 27.956

295

UNI-I3-7. PVC SEWER PIPE (II) - 27 inch}, ;'1_l e

18 0.536 I" 18.7002 I 0.632 I" 22.0472.+ 0.71 I I" 24.80327 0.801 f 27.956

AFI>t:NUII..-I:~'

SCS 430-EE. PVC 112050 PSI PLASTIC IRRIGATION PIPE4 0.065 +0.020 4. I30 ::0.009(, 0.076 +0.020 6.140 ::0.0118 0.101 +0.020 8.160 =0.015

10 0.126 +0.020 10.200 ::0.01512 0.151 +0.020 12.240 =0.01514 O.17() +0.021 14.280 ::0.01515 0.189 +0.023 15.300 ::0.015

SCS 430-EE, PVC 1120 LOW HEAD IRRIGATION PIPE - Continued14 0.140 +0.020 14.280 ;:0.015 d15 0.150 +0.020 15.300 ::0.015 dd Note: Out-of-Roundness tolerance not specified in SCS 430-EE

ddddd

iO.050W.050::0.070::0.075::0.075W.075::0.075

=0.050::0.050::0.070=0.075::0.075::0.075:':0.075

:to.075::0.075::0.075::0.075

::0.050::0.050::0.070::0.075::0.075::0.075::0.075


APPENDIX 5 - Continued

PVC PIPE DIMENSIONS

Wall ThicknessMinImum lo~

NominalPipe Size

SCS 430-DD, PVC 1120 IRRIGATION PIPE. 100 PSI.+ 0.101 +0.020 .+.130 ::0.0096 0.150 +0.020 6.1'+0 =0.0118 0.199 +0.02'+ 8.160 ::0.015

10 0.249 +0.030 10.200 =0.01512 0.299 +0.03() 12.240 ::0.0151.+ 0.348 +0.042 14.280 :':0.01515 0.373 +0.045 15.300 =0.015

SCS 430-DD, PVC 1120 IRRIGATION PIPE. 160 PSI4 0.159 +0.020 4.130 ::0.0096 0.236 +0.028 6.140 ::0.0 II8 0.314 +0.038 8.160 ::0.015

10 0.392 +0.047 10.200 ::0.01512 0.471 +0.056 12.240 ::0.01514 0.549 +0.066 14.280 ::0.01515 0.588 +0.071 15.300 ::0.015

SCS 430-EE, PVC 1120 LOW HEAD IRRIGATION PIPE4 0.065 +0.020 4.130 ::0.0096 0.070 +0.020 6.140 ::0.01 I8 0.080 +0.020 8.160 ::0.015

10 O. 100 +0.020 10.200 ::0.01512 0.120 +0.020 12.240 ::0.015

ses '+30-1)1). I've 1120 IRRIGATION PIPE. 1251'514 0.127 +0.020 4. I30 :'0.0096 0.11)9 +0.023 6.1'+0 :':0.011I) 0.251 +0.031 8.160 ::0.015

10 0.314 +0.038 10.200 =0.01512 0.377 +0.045 12.240 =0.0151.+ 0.439 +0.053 14.280 =0.01515 0.471 +0.057 15.300 ::0.015

SCS 430-DD, PVC 1120 IRRIGATION PIPE, 80 PSI- Continued10 0.200 +0.024 10.200 :to.01512 0.240 +0.029 12.240 :to.01514 0.280 +0.034 14.280 :to.01515 0.300 +0.036 15.300 :to.0 15

to to to to to to >- >- >- >-~

>- >- >- ~>- >- ::: >- >-

~ ~ ~ >- ~ >- >- >- >- >- >- >-" c, " " ~ :; ~ ~ "0 "0 en en :; ~ ~r, r. r. g- O'" C. C. ~ ~ ~ ....,

~ C- o: " r.C. e: c. " " c: 0 "0 "2- r....., C- r, r. r. ~. r. r, " ~ -J ;; 0 ~ f;: f;:~ g r, c: ~ '== '/ ~

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:s. ~lIQ flO ~ c- r. 5 " " 5 5 ~ ~ >- ~ t..: ~ 5 ~ ,. ~ :;:- :;. :::: c, ~ " "" 0: ~

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" c' § ~ " " r. r. ,- ...., ;;0 c.9 r. ::J -J " ;j en en en tr. 2: '/ " c. >- nQ ;; c, C. ;<?" () C- o g 0 0 " 00 r.~ -J ~ :::: tn :0. r,

{~. ;;; tJ ;; fl !2 ""0 r. r. r. ;:::"

2: S (;, ~ ;:; " C' tn ~;:; ~. 9 ;; r. r.' "(s.

" (; c ;J 0 .:::. 0;- r;;'c: " ;; r. ;; :< :r. r.' r. >- r. r.2 ~ ;:;;:'. '< {i:5 r. '< ,,- " ~

~~e: ;;

~~ :< ,., r. '< '< '< :< ::... ~ 0 "c: ;:.. 00

~ " ,.," ro 0 '71 '?~ c 0 0 c. IT" 3. g' :; ~

,.,:=. ~ n c' c -. ~ !!:'0 r- '0 3: " >- "~ ;:.. ~

,.,~~ ~

";;; --J a r. :;.~ c. ~ =- ~ s' 0 >-~

r. c' ~~

~r.

2' .g: >- >- c. '" °2_~ ~ ~ ~ !!:'~~

~v.

~C,~ c- o ;1'. c. C ~ u'O0 ;;9 r. r;" 'e. r. !::. 8· B·

v -, r.~ I;- - -.~ ~ ;; ~ g >- " r.0' 3:: r:: r. - S' ~

~" .=. ~ - ~

(~.~ 9 c:~ ,.,

'K ~ ">- >- i1. 2; >- r. >- ~:::: " ;;'" r. -. >- '<

:::: '"r. n ~ 9 :::: >- en Z~

,~

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-5 ~ >- >- z~

OJ >- ~ :r. ::j » 0~

'" >-~

en >- C tTl"7 '" X>-...

a-v,

a-Vo - \-,1 I·,) t,J"",] C' .j.. 'JJ '" .j..0 a- '0 '0 '0 v,

00 '"'J' --J

I.J IJ ,. ,eli 'J, c j'" -.10 Cf ... ... '" :,..

"" Q: ec -:;: ? ?

'Jv, atJ

,f;, 'x '" '" -J '" IJ '0 tf..) 'h VI? 'J' v, '" ec ? --J 00 0 --J Vo 'J ,."


Bending,ovalization. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. /, .. 178

Bending, strain 177

Bending, stress 1 - 6

Bio-degration 50,51

Biological Attack 50

Blending 62

Boussinesq Theory .131, 132

Buckling 160

Building Officials and Code Administration (BOCA) 75

Bulk PVC r 61

C

C:"wulan Standards Association (CSA) 76,89

Casings :267

Cell Cbss 9,10, II

Cell Cbssiflcation Testing BO.81

Certification _ btl

CIIL'lJlk~11 Rcsist:lIIce. PVC 22,43

ChClllil,;al Resistance Suffix, . . . . . . . . . . . . . . . . . . . . , 11,02

Cleaning , , , 53

Coefficient of Thcrrnal Expansion .. , 49, 1t:5

Commercial Standards (U. S. Dept. o( Standards) .4

Compaction i\lcthods 249,25::)

Compliancc Statcmcnt , 89

Compounding 60,62

Compounds 60

Consensus Standards 3Construction 232

Control Valves 255

Cooper E-80 Live Loauing 135

Corrosion Resistance 18

Creep 101,102,146,147

D

Darcy-Weisback 191

Deflection, AWWA C-900 145

Deflection, Joint. 166

Deflecrion, Maximum , _ .158,159

Deflection, Lag Factor 143,146

?QR

Deflection, PVC Sewer 158

Deflection, Temperature 10,82

Deflection, Theoretical. 141

Department of Agriculture Specifications 71

Department of Army Specifications nDepartment of Defense Military Standards 71

Department of Housing & Urban Development (HUD) 72

Department of Navy Specifications nDepartment of Transportation (DOT-OPS) Specifiearions 71

Design 93

Design Guides 96

Design Recommendations 96

De\\'~!tcring 240,244

Dimension Ratio 110

Disinfection 276

Dynamic Loadings 99

E

E' ~Iuuulus _ , 141

!:arlit Loaus .1 19, 126

Elastic Wave Theory 131

Elastomcr, Comprcssion Sct 15

Elastomer, Elongation 15Elastomeric Seals 15

Elastomerie Seal Compounds 15,284

Electrolysis 19

Embankment Load 123

Embedment 239

EncasCIllcnt , 267

Equilibrium Deflection 149

Exfiltration Testing 278

Extrusion 64

Extrusion Quality Test 87

F

Factory Mutual (FM) 89

Fatigue ' 159

Federal Housing Administration 72

Federal Specifications 71

299

.............. 98

Final Backfill. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .239

Fire Hydrants 255

Fitting Specifications 68

Flattening Test 87

Flexible Pipe Theories 136

Flow, Pressure Pipe 188

Flow, Sewer Pipe 204,211

Flow Velocities, Maximum 116, 117,142

Foundation 239

Friction Loss 192,193,196

G

Galvanic Corrosion , 19

Great L:Jkcs.Upper !IIississippi River Board of

State Sanitary Engineers (G LU~I). . . . . . . . . . . . . . . . . . (J7

H

11-20 lilghway Loading , 134

I bll Integratioll 133

II;lllgcTS IX1

Iiaullching 239

Ilazcn·Williams Formula 188

Iloop Stress 04, 102

lIydraulics 188

Hydraulic Transients ' 112

lIydrogen SulrIdc Cycle 21

Hydrohammcr 251

lIydrostatic Designllasis 84, 102.103, 104

Hydrostatic Dcsign Stress Committee (PPI) 4,12

Hydros,"tic Design Stress, Ratings 9,12.84, 104

Hydrostatic Design Slress Testing, Long Term 9,83

Hydrostatic Pressure 99

Hydrostatic Proof Test 88

I

Impact Factor. 133

Impact Strength (Izod) 10,82

Impact Test 87

lnnltwtion Testing 278

300

Initi"i Backl111. . . . . . . 239

Installation 239

InSlitute for Hydromechanic and Hydraulic Structures

of the Technical University of Darmstadt 53

Insurance Services Office (ISO) 255

Integral Bell Gasketed Joint. 66,236

Internal Hydrostatic Pressure 99

International Association of Plumbing and

!>lechanical Officials (lAPMO) 74

International Conference of Building Ofllcials (ICBO) 74

International Standards Organization (ISO) .4,77,105

Iowa Formula 139

lrrig:.1tiun Association .

ISO Equotiun- R16I·1960 . 105

J

JOlllll1~ System Performance Testing tn, 85

JOIlH :\ssembly . . . . . . . . . . . . . . . . . . . .. . 236

JOllli Spedlkatiolls 69,78

K

!\.utter·s Formula 204

L

L:mgelicr Index 20

Lcabgc Testing 275

Liners 21

Listing 89

Live Loads 119,131,135

Long Tcrm Hydrostatic Design Stress Testing 8I l 83

Longitudinaillending 163,165, 170

Los Angeles Green llook 96

Los Angeles Rubber Group, Inc 22,23

Lubricant, Gasket 51

Lubricant. PVC 62

M

!>Ianhales 246,261

Manning Equation 205

301


Manufacturing, Joint 66,67

Manufacturing, Processes 60

Manufacturer's Compliance Statement. 89

Manufacturer's Warranty 89

Marketing 86

Marston Theory 119

Mass PVC Resin 61

Material Code 12

Modified Iowa Formula 141

Modulus of Elas/icity 10,82, lIS

Modulus of Soil Reaction, E' 141

1\·!onOlller , . , 61

i\-Ioudy Diagr:llll ,', 194,195

Municipal Water lllains 116

N

National Association of Corrosion Enginccrs. . 113

National Association or Plumbing, Ilcating.

Cooling COli tractors (NAPIICC) _ . _ _ 75

Nation~d Elcctrk~ll ~lanllfacturcrs Assn.

(NEil-tA) Standards 73

National Fire Protection Assn. (NFPA) 79

National Sanitation Foundation (NSr) 4,9,73, B2, B3

Newmark Integration : 133

aOrganoleptic Testmg 9,81,83

Ovali"tion 178

Ozone Resistance 15

p

Packaging 87,90

Performance Limits 159

Pipe Stiffness 136,137,138

Pipe Stiffness Test 88

Plastic Flow 101,102

Pl~ticating 64Plasticizers 9

Plastics Pipe Institute (I'l'l) .4

INDEX

Poisson's Ratio 161

Polyene 52

Polymer. 2,61

Polymerization 2,61

Polyphosphates 20

Polyvinyl Chloride (PVC) 2

Potable Water Pipe 4,9

Pressure Capacity vs. Temperature .107,108

Pressure Class 109,110, III

Pressure Rating 105,106, III

Pressure Surges 101,114,116

Pressure Testing 274

Prism LO;Jd .123.131

Procwr Density J43

Product t\bking 86

Public Standards (U. S. Dept. of Commerce) _ .4

PVC ,llaterial Specifications 70

PVC Pipe, Compounds _ 13,14.60

PVC Pipe, Extrusion Compounds 8

PVC Pipe, ~'lanufacturillg 60

PVC Pipe, Material Code 12

PVC Pipe, Origin 2

PVC Pipe, Testing 60,79

PVC Resiliency 53

Q

Qualification Testing 79,80

Quali ty Assurance Testing " 88

Quality Control Inspection 86

Quality Control Testing 80,85,87

Quick Burst Test 87,100,101

R

Rankine's Ratio 121

Recommended Practices 70,76,78,79

Reissner Theory ' 166

Renord Series III

Rigid PVC Compounds 9

Rigid PVC Compounds, Additives 9


Rigid PVC Pipe. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3,9

Ring Compression Theory 162

~sers 263Ryznar Index '.' 20

S

Saddles 271

Safety Factor 84,104,109,110

Safety Valves 255

Sanitary Sewagcif' 21

Sanitary Sewage, resistance 21

Service Clamps 269

ServiL:c Conncl.:{iuns 26()

Sewage Force Maills. , . . . . . . . . . . . . . .. . 117

Sheeting , , , , , , .243

Shipping , , .. 90

Soil, Aggrcss.ivl: . . , 21

Soil, Alk:dilH: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

Soil Cell. 151

Soil ClaSs. 247,252

Soil ('oll5crvatioll Service Specillcatiom (SCS) ,71

Soil Tcs.t l·,v~l1uation , .20

Solvent Ccmcnt Joints. , , . , 238

Solvent Cement SpcdHcations ~ , 69

Southern Building Code Congress (SBCC) 74

Spangler Theory 139

Sprillgline , , 239

Standard Dimension Ralio , , 110

Standard Specifications 67, 291

Static LO;.Jdings , ,99

Stiffness Test 88

Storage , , , . 234

Strain Limit 163

Stress .104,159

Stress, Bending 166

Stress, Regression 84,102,103

Stress. Relaxation 147

Sub ditch 243

Sulfide Generation 21

-:tot!.

lj'llJl~."-

Sulfuric Acid . . . . . . .. . 11,21

Superimposed Loads 119

Supporr Spacing 181,287

Surge Allowance .109,110

Surge Control 118

Surge Pressures 112,114,116

Surge Resistance 118

Suspension PVC 61

Sustained Pressure Test. 88,100

System Standards 68

T

Tappm::: Sleeves , 27D

Ta~tt: __\. Odor Testing 9.83

Tcchru..:;.d University of Darmstadt 5.3

"Tell SC.ltcs" Standards , , .97

TCll:ilk Strcngth. Elastolller .. , , . , , 15

Tens.ile Strellgt!l. PVC , 10,82

TCfllllllulogy , , , . , , , , , 70

Tesl C~:rlifjcatioll , , , , , , . , , , .. OS

Tc::;t ~kthods , , , , , , , , . , . , .. 69,79

Then,,"l Erfects 49. 107, 108, 148,206,280

Thermal Expansion, Coefficient or , , 49, ISS

Thermoplastic , . , .. , , , , , , , 2,61

Thrust llIock 24 1,256

Timoshenko Theory 166,168

Toxicological Testing, , , , 9,81,82

Transition Width , , , 122

Trench Box 244

Tuberculation 54

U

Ultraviolet (UV) Degradation 51

Ultraviolet (UV) Radiation .51

Ultraviolet (UV) Shielding 52

Underwriters Laboratories, Inc. (UL) 75, $9

Uni·Bell Joint : 66

Uni·Bell Plastic Pipe Association 5,78

Unified Soil Classification System (USCS) 247

305

U. S. Bureau of Reclamation (USBR) 143

U. S. Public Health Service Drinking Water Standards 82

V

Vinyl Chloride .....•....................................... 2,61

Vinyl Chloride Monomer 61, 83

W

Warranty 89

Water Hammer 112

Water Pollution Control Federation (WPCF) 83

Water Service Lines 117

Waterswp 263

Watkms Suil Strain Theory 151

Wave Velocity , 113

Weathering Resistance 51

Workm:ll1ship , 86

x,v,z

306 307

@

Handbook for Pvc Pipes

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