JIS A5373 2004 Precast Prestressed Concrete Products

JAPANESEINDUSttR:AL

STANDARD

Translated and Pub‖ shed by

Japanese Standards Association

①IIS A 5373つ∞4

Precast prestressed concreteproducts

ICS 91 100 30;9308030

Lference n― ber:Л S A 5373:20040】 )

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A5373:2004

Foreward

This translation has been made based on the original Japanese IntlustrialStandard revised by the Minister of Econom5 Trade and Industry,through deliberatione at the Japanese Industrial Standards Committee inaccordance with the Industrial Standardiration Law. Consequently JIS A5373 : 2000 ie replaced with JIS A 6373 : 2004.

Attention is drawn to the possibiJity that eome parts of tbis Standard mayconfict with a patent right application for a patent after opening to thepublic, utility mod.el right or application for registration of utility modelafter opening to the public which have technical properties. The relevantMinister and the Japanese Industrial Standards Committee are notresponsible for identiffing the patent righ! application for a patent afteropening to the public, utfity model right or application for registration ofutility mod.el after opening to the public whicb have the said technicalproperties.

Date ofEstablishment: 2000‐ 07‐20

Date ofRevision: 2004‐ 03‐20

Date ofPublic Notice h Omcial Gtttte:2004‐03‐22

1nvesttgated by: 」apanese lndushial Standards Comm■ ttee

Staudarde Board

Technical Committee on Civil Engineering

JIS A 5373:2004 Rrst English ediuOn PubliShed in 200412

Translated and PubIShed by:JaPaneSe Standards Assodaton

41‐4 Akasakら mヽat∝L Tokyo′ 10%8440 JAPぶ

In the event of any doubts arising as to the contents,the original JIS is to be the final authority.

@ JSA 2004

All rights reserved. No part of tlds publication Eray be reproduced or utilized in any form or by anymearrs, elecbotlic or medranicat indudint photocoptng and nicrofil4 witlout permission in wlitintfrour the publisher.

Printed in Japan

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A5373:2004

Coll"ntB

①

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A 6373 | 2004

Annex 3 (uormative) f,6laining srelle ..,.,..,,....,......,.... oo

Recommended specification 3-1 Preetreesetl concrete sheet pile ........61

Annex 4 (normative) Closed conduits....................... ...........................74

Reconmended specificatioD 4-1 Prestreeseil concrete tubing .....................................81

Reconmended epecification 4-2 Prestreeged concrete box culvert .................,..,.........92

Annex 6 (normative) Piles ---.-.--.--...-- ........................ 101

Recommended specification 5-1 Prestreseed concrete pile........................................ 109

ω

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」APANESE INDUSTRIAL STANDARD O JIS A 5373:2004

Precast prestressed concrete products

1 Scope This Japanese Intlustrial Standard specfiee prccast'concrete proilucts 0rereafter

,"fe""ed to as "PC protlucts") made from preetreeeeal concrete. This standld doee not

apply to concrete products for buililinge'

2NormativereferencesThefollowiugetanilarilecontrinprovieionswhich,tbroughreferenceinthisstanclard,constituteprovisiousoftbisstandarcl.Themostregent

"aitioo" of tle stanclards (including amendmente) inclicated below ehall be applieil'

JIS A 0203 Conoete terminologt

JIS A 1108 Method of testfor compressive strength of conuete

JIS A 1132 Method of naHng and curing conoete sPecimens

JIS A 1136 Method of test for compressive strenglh of spun concrete

JISA5361 Precast concrete ptoducts -General rules for classiftcation, designation otd

marking

JlsASs62Precastconcreteproducts-.*equiredperformorceandmethodsofwrification

JlsASs6sPrecostconcfeteproducts--Generalrttlesformethodsofp*fonnancetest

JIS A 5364 Precdst concrete products--General rules ofmaterials and product metlods

JIS A 5365 Prccast concrete products-4eneral rules for method of inspection

JIS B 7505 Bourdon tube presstte gauges

dISB 172L Yerifcation and calibration of the force measuring system of tlo

t ens i oty'c ompr e s s i on t e s t ing mach in e s

3 Definitione For purpose of this stanilald, the itefiuitions given in JIS A 0203 antl

the following defrnitions aPPIY'

Group I : PC products whose conformity with the stated performance is confir8ed by

actualresults,whicharemanufacturedbase.lonsuchspeci.fication,andwhoge recommended specifications are indicated in the annex'

Group II: PC proclucts whose performaoce and specifications are defined by the

agteement between the parties concerned with clelivery and which are

manufactured baseal on euch apecificafious'

4 clasEification PC producte ehall be claesifieal ae indicated in table 1 by the

applicatioo.

In ad<Lition, products shall be classifred into Group I and Group II depending on the

way how the performance and specifications are defrneil'


2

A5373:2004

Table l Chssincation of PC products

Classifcation Application

Polee See clauee 2 of the auer l.

BH■eS See dauee 2 ofthe anaex 2.

Re… wallS See clauge 2 ofthe aanex 3.

Cloeeil conaluite See clause 2 of tbe anaex 4.

Piles See dause 2 oftbe anner 5.

Other productsExample Disaster preveltion facilities

It shall be subj€ct t the ageeEentbetween the parties coucerned wit!ilelivery.

Remarks : The annexes include Group I having the recommended

specficaf,ions and Group II having no recornmended

specifications.

5 Qu8firy

5.1 Appearance Appearance shall be teeteil by 9.1 and it ghall be free ftom any flaw'

crack, chip, curvature, torsion (in the case of a board-Uke product), etc. which are

detrimental to application. Moreover, the water-contact surface of PC products for

water channels shall be as smooth as practically acceptable.

5.2 Performance The performance thall confotm to the provisions of table 2'

Table 2 Performance of PC Prottuct

ClassiEcatioo Application

Poles See dauee I of the aaaex 1.

Bridgss See clause 3 of the aaoer 2.

Retaidag walls See clause 3 of the annex 3,

Closed corduits See clause 3 of the anaex 4.

PL● See clause E of the anlex 5.

Other productsExample Dissst€rpreveDtiol

facilities

d Perfrrmaacg Concret€ items of performaace sha.ll be

eelected aaal desiguated accordiug to JIfi A 5362 auilsubj8st to tbe agreement betwee! the pafties cooceraedwith delivery.

Wbeu performarce is dearly corr€lat€d witl productspeci.Ecatious (di-uensions, tlaterials, strustur€, etaJ,

tbe agteensut nay be replaced by rlesignation ofptoiluct specificationg inficatail ia b).

b) SpecitrcatiourepreseltirgpetfrroanceD Dioeusione2) Compressive streagth of concrete3) Bar anaagemeot4) EEective Dlegtress

6 Shape, dimensions and dimeosional tolerancs Tbe ehape, dimensious

dirnensional tolerance shall be as specified in table 3.


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A5373:2004

Table 3 Shape,dimenslon3■ nd dinensionaltolerance ofPC producte

Claseifrcation Application

Poles See clause 4 of the annex 1.

B五dges See clause 4 of the aunex 2.

Retaining walle See clause 4 ofthe annex 3.

Closed conduits See clause 4 of the annex 4.

P■8 See dause 4 ofthe annex 5.

81覚fI』置°dll:ls縫

:preventlon 榊職静赫S

? Bar arrangement Geinforcement and PC steeD and tolerance of bar anangenentAs to the bar arrangement and tolerance of bar aEangement, the bar arrangement

ehall be measured by 9.3, and it ghall conform to the provisiona of 7.l and' 7 .2.

?.1 Bar arra.ngement Bar arrangemeut (the ninimum covering of reinforcenent ig

included) shall be as specified. in table 4. However, when the method is subject to the

agreement between the parties coucerned with ilelivery, ancl it falls within the range

which does not clamage the performance of PC products (including provisions of 6.D,

the method may be outside of table 4. Manufacturers ehall prepare the bar

arrangement drawing for each product and shall preeent it to purchasers upon request.

Table 4 Bar arrangement ofPC products

Claesfication Application

Poles See clauee 5 ofthe annex 1.

Bridges See clause 5 ofthe annex 2.

Retaining wans See clause 5 of the annex 3.

Closed conduits See clause 5 of the annex 4.

Piles See clauee 5 ofthe annex 5.

Other procluctsExample Disasterprevention

faeilitieg

It 6hall be specified by manufacturere.

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A5373:2004

Information: The general precaution in the caee of planniag bararrangement is shown below.

d the mir:jmum gap of reiaforcement and PC ateel sballexceed V4 of the maximum dimension of coarse'aggr,egate.

b) The necessary crosg section area of reinforcement andPC eteel is deciileil fiom etructulal calculation orstructural detaile. But, a combination of dia.meter andnumbers of reiaforcement and PC eteel whish caneatis& the crose section area is not lirnited to one. Thed.iameter and numbers of reinforcement and PC steelshall be selected and arranged in coneiderafion ofthickneee of membere of framework and the maximumdimsnaiens of coarge aggregate. They shall also be

selected to ensure complete adhesion bef,ween

reiaforcemenVPC steel and coucrete and to distributeglgglrin g possibility uniformly.

?.2 Tolerance of bar arrangement Manufactures shall speci.fr the tolerance (t) of bararrangement for each claes of products, within the range where the ilyu"'niccharacterigtics and durability of membere of framework satisfy the predeterrni''edperformance.

Note(1): ffue limif of deviation between the reiaforcement position indicated on

the bar arrangement drawing ancl the reinforcement position ofproducts.

8 Materials and manufacture method Materials used for PC products andmanufacture methode shall be as specified in JIS A 5364.

I Test methoda

9.1 Appearance test An appearance test shall be performed by a visual observationto check for aoy flaw, crack, chip, curvature, toroion (in the case of a boarcl'likeproduct), etc. which are detrimental to application.

9.2 Performance teet The test method of performance shall be as specified in JIS A5363 and table 6.

Table 6 The performance-test nethod of PC pmductsClsseification AoDlication

Poles See clause 6 of the auex 1,

Bttdge● See clauee 6 of ttre alnex 2.

Retaililg walls See clause 6 of tle annex 3.

Cloeeal conduite See clause 6 of the auex 4.

Piles See clauEe 6 ofthe annex 5.

顆1基i殿誕

prevenion 愧盤韻酬踏智臆=::罵

蹴de■vew


5

A 6873 : 2004

g.3 Measuremeut of bar arralgement MeaEurement of bar arrangement shall be

performeil about reinforcement and PC steel in terme of iliameter/quantity and

rninir''um coverlrg. The method ahall be either of the following-

a) Meaeuring method by a non-destructive test The measurement by a noudesbnrctive

test ehall use the electromagaetic iniluction metho4 the radar metho4 etc. According to

the respective designated measurement manuals, meaaurement shsll be made of the

diameter/ quantity snd trhe "ninimum covering of reinforcenent anil PC gteel

b) Measuring Dethod by a rlestructive sample The meagurement by a destructive

sample shall be performecl after fi.nishing performance tests, such gg [gnding

etrength. The concrete part of the sample shall be chippedi reinforcement thall be

exposedi anil measurement shall be made of the diameter/quantity and the

minimurn covering of reinforcement and PC steel

c) MeasuriDg nethod by bar arrangement before plasing If the reinforcement and

PC steel position before anil after placing of concrete is not affected by assembly of

reinforcement and PC gteel. fixing of the reinforcement and PC eteel to a ftane,anil securing of covering, then tbe reinforcemeut and PC steel position of finisheil

protluct nay be presumed by measuring the diqrneter/quantity and the rninirnqg

covering before placing concrete.

10 Iaspections

10.1 Inspectiou iteme The inspection items of the final inepection carried out by

Eanufacturers and the delivery inspection carried out for confirmation at tbe ti:le of

delivery shall be as follows.

d Final inspection itene

1) Appearauce

2) Performance

3) Shape and dimension

b) Delivery inepection items

1) Appearance


Remarks: The delivery inspection items shall be subject to the agteementbetween the parties concerned with delivery, anrl they may be

omitted based on the reeult of final inspection'

10.2 Inepection method The inspection method shall be as specfied iD JIS A 5365

and table 6.

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A5373:2004

Table 6 the inspection method ofPC products

Claeeification Application

Poles See clause 8 ofthe annex 1.

Bridges See clauge 8 of the annex 2.

Ret,ining wan8 See clause 8 of the annex 3.

Cloeed couduits See clause 8 of the annex 4.

Piles See clause 8 ofthe annex 5.

Other productsExample Disasterprevention

facilities

It shall be subject to theagreement between the partiesconcerned with delivery.

11 Deei$ation of products The designation of producte shall be as specified in JISA 5361.

12 Marking The marking shall be as specified in JIS A 5361' However, if the

marking is epecfietl particularly in the annexes of this Standard, the annexee shallprevail. Moreover, about the Group II products, the following shall be markeil on

proilucts.

a) Characters "II"

b) Classi.fi.cation (deeigrration epecified. by manufacturers), or ite abbreviation

c) Other ueceesarry matters, or its abbreviation

13 Report Manufacturers ghall submit the report about the appearance' performance,

shape, dinension, etc. of products, when they are so requested by purchasers-

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A5373:2004

Annex 1 (normative)

Poles

1 scope Thie annex specifies Group I and Group II of poles which are mainly used

for utility poles among the precast prestreseecl coucrete proilucts epecified in JIS A53?3.

2 Cla$ification The claesifrcation of poles shall be as epecified in F''nex 1 table 1'

In adclition, Group I ehall be as specified in annex I table 2.

3 Performance The performance of poles ehall conform to the provisions of annex 1

table 3.

Auex I table 1 The dassification of poles

Anner 1 tabtre 2 The claesification of Group I of poles

Classin‐

ca饉onClassification by application Classlcatbn by a check Detail

Claee IPowe! tra:raE ission, powerilietribution. connunication,signal, etc.

Crack test load

See theReconmen<ledsp ecification 1'1.

Claes 2the line in a railroad a:rd atrack (a trolley coach ieinclurled) , etc.

Crack test benilingmoment

Annex l table 3 Performance of polee

Performance item PerformaacePerformance check

method

Service performanceIt ehall be safe to the regular load aesumed atthe time of uee, and crack wiilth ehall bewithin the allowance.

See a design documentor slause 6 of the annexI

Endstagettrf° rmance It ehall not breal for the Ioad assu.med at thetime of end stage.

See a rlesign ilocurnentor clauge 6 of tlre annex

DeflectionA deflection shall be within the aDowance tothe regular load aseumeal at the tine of use.

See a design documentor clause 6 of the annexl.

Durab上け0 Durability shall be eecwed againstdeterioration aesumed.

See a <Iesign docunentor reeulte.

Procedure performance Workability for traneport, ingtallation,assemblv. etc. ehall be secured.

See a design docunentor results.


8

A5373:2004

Notee (1) Confirmation of the ead etage performance shall be made when so requestedby purchaeere.

e) Durability rnay be confirmed by the actual resultg of such eimilar productsas are equivalent iq terms of water-cement ratio and reinforcementcovering.

Remarks : The performance items of Group II ehall be eubject to the agreementbetween the partiee concerned with delivery.

4 Shrfe, dimension and dirnensional tolerance As to poles, the shape, .lime[Bion

and di-eneional tolerance ehall be specified as follows. As to Group I, if the clesign

concept ia not different, and if the performance (quality) and performance (qualiW)

check method are the eame, the refereuce dimension may be changecl within 10 % inresponse to purchaser's ilemand, provided that the necessary performance ie satisfred.

4.1 Shape lhe shape of poles is shown in aunex 1 informative figure 1.

Unlt:m rn

tfuiokngsg

●３２日

，電

日３ぢｍ

Botton Supporti-ugpoi.Dt

L●adlngp● llnt

Tip

a) Tapered hollow huncateil cone

Uit:mm

Thicknese

Bottom SuppottirgPoint

b) Ilollow cylinder

Anne: I informative figure I Example of shape of poles

4.2 Dimension and dimensional tolerance lhe dimension ancl dimensional tolerance ofthe Gmup I prcducts ehall be as specified in annor 1 table 4. However, a cap and a bottom cover

are not included in the length. The dimension and dimensional tolerance of the Gn:up tr products

sball be subject to the agleement between the parties concerned with delivery.

Loattng Tゎpoht


Claegification Length ThicknessTip

iliameterBottomdinmeter

Diameter

Preetressedconcrete

poles

Dinen‐SIOn

7 to 17m

See a deeigndocument.

120 to 220mm

230t。 450mm

300 to 400mm

Tole‐

rance

*50mm-10 mm

+Notspecifieil-0 nm

+4mm-2mm

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A5373:2004

Annex 1 table 4 The dirnension and dirneneioual tolerance

Remarks l The"dinmeわr,bottom diameter and di・ meter shan be the average oftWo

values meaeuted along the orthoaxis.

2Thethicknesssha]lbetheaverageoffourvaluesmeaguredaloogtheorthoaxis in one cross eecbion of end face of main body'

6 Bar anangpment (roeitions of PC steel alcl reinforcement) The bar arrangement

of poles is baeed on JIS A 6364 and a design document'

In aililition, a mauufacturer ehall define the bar arrangement which satisfres clause

3 for every product.

6 Test method

6.1 compreseive-strength test A conpressive'strength test is baseal on JIS A 1132

and JIS A 1108, or JIS A 1136.

6.2 Bending strength test A bendi:rg strength test ie baseil on JIS A 6363'

Renarks : A tester shall be Grade one or higher specifietl in JIs B 7721, or shall

have the allowance which ie equivalent to or better than thie'

7 Quality of concrete

?.1 Material and nanufacture method The material for concrete antl maoufacture

method are basecl on JIS A 5364'

?.2 compressive streugth Tbe compressive strength of concrete shall be verifieil by

the compressive strength of a specimen which was processecl by the same cure ae the

product, or the compressive strength which was controlled properly' When the

predetermined cure has been finished, the strength ehall be 50 N/mm2 o! more'

Moreover, the compressive strengths at the time of prestress introduction ehall be 1.?

or more tinee the prestress given at a supporting point, and 1'3 or more times the

prestress given at a load point, and at the eame time 25 N/mm2 or more'

In adilition, products of Group II shall be subject to the agreement between the

parties coucernecl with delivery.

Remarks : The compressive strength of coucrete may refer to JIS A 5364 annex

(informative).

8 Inspection Inspection is baseal on JIS A 6365 anil the following'

g.1 Final inspectiou The frnal inspection shall be conducted about appearance'

performance, shape, and dineneion.


10

A 5379 : 2004

a) Appearancs About appearance, the characterietics of a product, manufacturemethod, manufacture quantity, etc. ehall be considered, and a total inspection or age'nFling inspectiou ehall be performed.

b) Performance, shape and dirneusion About performance, shape and ilimeneiou, asampling inspection ehall be perforned.

When the performance is inepected by a specimen as alt€rnative characteriatic,correlation ehall be established between the specimen and the product.

d Size of inspection lot fhe eize of inepection lot ehall be specified by amanufacturer by coneiclering the characterietics of a prod.uct, a manufacturemethocl, manufacture quantity, manufacture period, ordered quantity, etc.

Within one inspection lot, the characteristics, the materials used, concrete mixingratio, and the manufacturing method ehall be the eame.

8.2 Delivery inspection The delivery inspection of polee shall be made aboutappearatrce, shape and dirnsnslga. fire eize of inspection lot and the sampling methodshall be subject to the agreement between the parties concerned with delivery.However, the delivery inspection ghall be subject to the agreement between the partiesconcerned with delivery, and it may be omitted based on the result of fi-rral inspection.

9 Markiag f\s 6slking of poles ehall be marked the following according to JIS A5361.

d Claseification or itg abbreviation

b) Manufacturer'e name or its abbreviation

c) Date of manufacture or its abbreviation

L0 Othere Group I ofpoles is ehown in annex 1 table 5.

Anner 1 table 6 Recommencled epecification

Structure-specific product groupetandald Recommended specification

ЛS A 5373annex 1 (normative)Poles

Recommendeil epecification 1-l Prestressedconcrete poles


11

A5373:2004

Reeommended specifrcation 1 - 1

Prestressed concrete poles

1 Scope This reconnoended speciffcation epecifies the group I preetressed concretepoles (hereafter referred to as "poles") o-oug the aunex 1 of JIS A 53?8.

Remarks I Poles which are baged on the detaile of this recommendedspeci-fication 1'1 and which are manufactured by proper qualitycontrol shall be deemed to conform to clauge B of the annex 1 of JIS A6373.

2 If the reference rlimgnsiol has been chauged within the range shownin clauee 4 of the annex 1 of JIS A 6373, a manufacturer muet presentthe following clata to a purchaser, when so requested, The clata muststate conformity of the pole to clause 3 of the annex 1 of JIS A 6373which hae been demoustrated by the design document or performaucetest,

2 Classification The claeeification ofpolea ghall be Claes 1 and Clase 2.

a) Clase 1 shall be classified according to a d.i.meoeion and a crack test load as shownin recommended speci.fication 1'l table 1.

b) Claee 2 shall be clasei-fied according f6 4 dirnsqsien and a crack test bendingmoment ag sho\,en iD recommended specfication 1-1 table 2,

3 Performance

3.1 Bending sheueth flg lsnding etrength of body of clase 1 polee shall be specifredas follows. When it is subjected to fhs Sslding strength test epecified in clause 6 and tothe crack teet load specified in recommended specification 1-1 table 1, it shall notgenerate the crack which ie wider than 0.26 mro. When this crack test load ie removed"the crack wider than 0.05 mm ehall not be present. Moreover, the deetructive loadshall be at leaet twiee the crack test load specified in recommended specification 1-1table 1.

The bending strength of body of Class 2 poles shall be specified as follows. When it issubjected to the benrling strength test specified in clause 6 and to the crack testbending moment specified in recommended apecifcation 1-1 table 2, it shall notgeDerate the crack which is wider than 0.25 mm. When this erack test bending momentis removeil, the crack wider than 0.05 mm shall not be present. Moreover, thedestructive bending moment shall be at least twice the crack tegt bending momentspeci.fred in Recommended specification 1-1 table 2.

3.2 Deformation The deformation of class 2 poles shall be specified as follows. Whenit is subjected to the bending strength test specifiecl in clause 6 and to 2/3 of the cracktest bending monent specified in recomneniled specification 1-1 table 2, the deflectionof a 8 m pole at 6 m from the supporting point and the deflection of a 9 m or longer poleat 7 m from the supporting point shall not exceed ?b mm.


12

A5373:2004

4 ShapeD Himension and… nsiOnal tolerance

4.l Shape The shape ofa pdeis based on theお bwing.

O Cla88 1 Shan be a tapered truncated cone as shown in re∞ mmended specincadonl‐ 1五gure l.

b)aass 2品・ ■be a hollow山&r asぬavn in recommended sp∝ 五“

“

nl‐16_2.

ThickneeeLength Unit:mm

Thidoees

Thickne88

Taper l′75

日０〓Ｏｍ ~~可

三E5:戸

~~~111[「

[ladngpOlnt

】０゛

‐Ｏｄ口‘“一

pour!

Becommended specification 1-1 figure 1

Loadlng Tゎp●ht

Shape Ofcla88 1

Unit --Thickness

bOttOm S"pFg 電器

gTわ

Recommended sped面にation l‐ 111ュロo2 Shape ofchss 2

4.2 Di.mension snd dirnelsisnpl tolerance Ttre dimension of poles shall be as

specified in recommended specification 1'1 table I and recommendecl specification 1-1

table 2. Ths diynspsienal tolerance ehall be as epecified in recommenderl specification1'1 table 3.

●８０日綱∩

椰 Haght ofloaぬg polnt


13

A5373:2004

Recommeuileil specification 1-l table 1 Diroeuaion ancl crac& teet load (dase 1)

Length′m

IIeittt Of8uげ g

m

Crack test load kN

fip diameter mm

120 140 190 220

7 5.55 1.2 1.5

8 6.35 1.4５

０

１

２ 4.3

9 7.25 1.5 2.0 2.5

５

３

０

３

４

５

10 8.05 1.7 2.0 2.5５

０

３

５

11 8.86 1.9 2.0５

０

３

５

12 9.75 2.0

５

０

０

３

５

７

13 10.55 2.2

５

０

０

３

５

７

14 11.35 2.4

５

０

０

３

５

７

15 12.25 2.5

５．

０

７．

０

１０

16 13.25 2.55.07.010

０

５

１

１

17 14.25 2.55.07.010

０

５

１

１

Remarks: A taper shan be lノ 75.


14

A5373:2004

Reconmended epecification 1-1 table 2

Dimeneion and crack teet bending noment (dass D

Remarke : I}pe N and Type T i.u the table are the type symbol classified by

fistribution of the bending nonent. The magrritude and tbe

distributiou map of the bending moment according to type are

ehown below.

Length

′

m

Height ofload point

m

Height ofBuppoJttng

pont

′′

m

Qlgck t€gtlsa.ling Eometrt at suppottilg poi.DtkN'm

Ъ pe N 助 eT

Diameter Em Dhme"r菫 m

300 350 400 350

8 6.35 1.4 65 ０

　

５

５

　

６

9 7.25 15 65 ０

　

５

５

　

６

10 8.05 17 65 ０

　

５

　

５

５

　

６

　

７

11 8.85 1.9 65 Ｏ

Ｒ）

５

５

６

７

110 ９。

１．０

12 9.75 2.0 65 ０

　

５

　

５

５

　

６

　

７

110 ９０

　

１．０

13 10.55 2.2 ５

　

５

６

　

７

110 ９０

　

１‐０

14 11.35 2.4 75


15

A5373:2004

I:rp€ N

/ : [.,ength of a pole

/' : Height of a supporting point

助 eT

M : Crack test bending moment shown in recommendecl specification 1-1 table 2

Recomnended specification 1-1 tabtre $ li4qttgisnel tolerance

R"marke 1 The tip diameter, bottom diameter and cliameter shall be the average of two

values meaeured along the orthoaxis.

2 The thickness ehall be the average of four values measured along the

orthoaris in one crose section of end face of main body.

Bar arraugement Tbe bar arrangement of pole ie baeed on the following.

PC steel anil a longitudinal reinforcement shall be arranged as uniformly as

possible over the croes sectiotr of a pole.

The gap of PC steel and a longitudi''al reinforcement shall be one or more times

their diameter, and shall be 5/4 or nore times the maxinum dimension of a coarse

aggregate. However, when the gap of PC steel and a longitudinal reinforcement

decreased below the €pesifieal value by attaching the accessory, etc', it shall be

checked that concrete is compacteil enough by the centrifugal conpaction.

５　０

b)

Unit : mm

Classificatiou Length ThlcknessTip

ilianeterBottom

tliameter Di.aDeter

Prestreseedconclete

poles

Dhen・SlOn

7t● 17Kml

See tlesigndocunent.

120 to 220 230 to 450 300 to 400

Dimen'sional

tolerance

+50-10

+ Not specified-0

+4-2


16

A 6373 : 2004

c) An additional bar ehall be spirally ananged on the outeide of PC eteel and alongitudinal reinforcement. An aclditional bar shall be 2.7 am or more in di""'eter.The pitch ehall be 150 mm or less.

d the covering shall be 9 mm or more and 1 or more ''nes the diameter of PC eteel

and a lougitudinal reinforcement.

e) When q'slding an additional bar with PC eteel or a longitudinal reinforcement, itehall be guaranteed that welding doee not tlecrease their mechanical characteristics

below each specified value.

6 Strength test

6.1 Conpreeeive-atrength teet A compressive-strength test of concrete is based ou

6.1 ofthe annex 1 of JIS A 6373.

6.2 Bencling'strength test A bending'strength teet is based on 6.2 of the annex 1 ofJIS A 6373.

Remarke : A teBter shall be Grade one or higher specifieil in JIS B 7721, or shallhave the allowance which is equivalent to or better than thie'

? Quafif of coucrete The compressive strength of concrete is baeed on 7'2 of the

annexlofJISASSTS.

8 Inspectiooe

8.1 Inspection iteme The inspection items of poles are baseal on the following.

a) Final inspection

1) Appearance

2) Performance

3) Shape and dimeneion

b) Delivery irepection

D Appearance

2) Shape ancl dimension

Remarks : The tlelivery inspection shall be subject to the agreement between theparties concerned with delivery, and it may be omitteil based on theresult of frnal inspection.

a.2 Tnepection lot The size of inspection lot of pole shall be decided by amanufacturer who considere the characteristics of prod.ucts, mauufacture methocls,

manufacture quantity, manufacture period, ordered quantity, etc. The deliveryinspecf,ion shall be subject to the agreement between the parties eoncernetl withilelivery, and shall be decided by a purchaser. I{owever, one lot may be 3 000 pieces orits fraction.


17

A5373:2004

8.3 1n3peCtion lnethod The inspection inethod Of a pole is based on the fo¨g.

め Final ilDSpeCtlon

l)J"pearonce Appearance shan be subjected to vlsua1 100%hSpeC“n.If the

productS COnfOrm to the provision of 5.l ofJISA5373,they shan be accepted.

21 Perfomance The bending crack strength shau be inspected as fouows.Take two

arbitrary samples Lom olle lot and test them by 6.2.職n both 8'7npleS∞ nform

tO provls■on Of 3.1,the 10t Shan be a∝ eptedo When they fdL the bt shan be

reJected.Whn only One ofthem fails,take cther four snmples“m the bt.If au

samples conform to the provislon,the lot shan be accepted ttter eliminating

nonconfommg snmpleO.If even one s,7nple does not COnform to t the 10t Sha■

be re〕 ected.

The bending destrac減 cヽ strength Shau be inspected as fonows.Take each of the

働rst tto s'7npleS inspected at the berdhg crack strength test and test it by 6.2.

When both Samples conform to proVISlon of 3.1,the lot shau be accepted.When

they ttt take Other ttO Snmples ttom the lot.If an snmples∞nform to the

pro宙sbn,the lot shau be ac∝ pted after eb」 hattg nOnconfO… gs,mple(0.If

even One sample does not cOnform to lt,the bt shall be rejecteとMOreovet PC

steel and bar arrangement Shau be inspected about the reinforcement which was

assembled before placing concrete,or about a pole whose destructive strength Was

h8peCtea rit conforms to the provlslon Of dause 5,the lot shau be accepted.

3)Shape and dimenttm For hspec檄 )n of shape and Rimenslon,take arbitrary

s,mples from one lot.r they∞ nfom t● the provision of dause t the lot sha■ be

accepted.Ifeven one s,7nple does not conform,the lot shan be inspected 100%.If

the lot conforms tO the pro宙sion,lt shan be accepted.

D Delivery inspection

l) Appearance lnspection of appearance Shau be lllade li■ eω .

For s,mphg hspectlon,,ake two arbitrary samples.If they c9nfOrm to 5.l of

JIS A 5373,the lot sha■ be a∝epted.If even one snrnple does nOt∞nform,the lot

shan be inspeCted 100%.If the lot conforlns to the provlslon,it Shan be accepted.

21 Shape and dimens■ on lnspectlon ofshape and Яimensbn shau be made like O.

9 Mar■ing The marking on poleお basedon ЛS A 5361 and ЛS A 5373.

In addition,Class l shan inttate the length Cml,a tip diameter(cO,and a crack

test load CkNl,and Class 2 8han indicate the length On),a diameter lcm),a type symbol,

and the crack test benこ ng moment αN・m)


18

A5373:2004

Annex 2 (normative)

B五dges

1 Scope This annex specifies Group I and Group II of bridges which .1s 6oinly us€dfor highway bridges among the precast prestresseil concrete proilucte specified iu JIfi A63?3.

2 Classification The clagsification of briilgee shall be as specified in annex 2 table 1,

In addition, Group I ghall be as specified in annex 2 table 2.

Anner 2 table 1 CLassification of briilges

MaiOrこ宙SiOn Ⅳ五nor diwision

Bridges

B五dgebeam

The bridge beams for highway bridgee

The bridge beam for light load slab b五 dges

The eegment of bridge beam for highway bridge

鳳鋤

The precast plate for composite deck slab

Precast deck slab for highway bridges

Others

Auex 2 table 2 Claseification of Group I bridges

Claeeification by application/shape Detdl

呻ｂｅａｍ８

The bridge beams for highway bridrS(aslab briage bealln,a beam b五 dge bealn,

hght・bad 81ab b五dge beam)

See theRecommended

soecGcation 2'1.

The segment (r) of bridge beam forhighway bridge

See theRecommended

soecification 2-2.

Deck slabs

The precast plate for corrposite deck slabSee the

RecommendedsDecification 2'3.

Precast deck slab for highway b二 dgesSee the

Recommendedsoecilication 2'4.

Note(1): Tl re Drecast PC product which becomes one bridee beamassenbling a set of eeveral segments of PC eteel.

precast PC product bridge beam by


3 Performance2 table 3.

19

A5373:2004

The performance of b五dges shan conform to the provlsIOnS Of annex

Notes (2) Confirmation of the end stage performance shall be nade when so

requested by purchasers.

(3) Durabfity may be confrrmed by the actual results of such similar products

ae are equivalent in terms of water - cement ratio and reinforcemeot

covering.

Remarks : The performance items of Group II shall be subject to the agreement

between the parties concerned. with delivery.

4 Shape, dimensioo and cli.mengiotral tolerance As to bridges, the shape, dirnsnsiea,

aad dimensional tolerance ehall be ae specified as followe. As to Group I, if the design

concept is not di.fferent, and if the performance (qualif) and performance (quality)

checl method are the eame, the reference dimeneion may be changed within 10 % inresponse to purchaeer's demand, proviiled that the necessary performance is satisfied.

The changing range of reference dimension for bridge beams for highway briilges anilprecast deck slabe for highway bridges ghall be subject to the recomeuded specification-

4.1 ShrFe The shape of bridges is shown in annex 2 informative frgures I to 4.

d BAage be""'s for bighway bridgee The shape of the bridge beams for highwaybridges is ehown in annex 2 informative frgure 1.

Anner 2 table 3 Performance of bridges

Performaaceiten Performal'ce

The performance checkmethod

Serviceperforaance

It shall be safe to the regular loail aseumed atthe time of use, and crack width ehall be withinan allowance.

See a design. tlocumentor dauee 6 of the auex,

pe乳蠍。It Ehall not break for the loed aesuned at thetime of end stage.

See a desiga document.

Duabiliw (8) Durability eball be Becurcal agailet aleterioratiouaggumed.

See a design docurnentor a record.

WorkabilityWorLability for traasport, installatiou, assembly,etr. shall be secureil.

See a design docum.eutot a [email protected].


20

A5373:2004

(Shb bridge beaD (Be"'. b;6O O"-

Wldth

Qhtloadshb b五dge beanl

Ann* 2 informative fuure 1

E.-'rnple of shape of the bridge beams for highway bridges

＝「ち目

PROTECTED BY 00PYHGHT

21

A5373:2004

Se鵬1:LlifFE、を1譴lSeThe ShapeOfthe segmentforbridgebeamsi88hOWn

Cmss section ofnidtlle part

Crose section ofeupporting point

Annex 2 iaformative figure 2 l:rernple of shape of the segmeuts for brid.ge beams

P. re.cast -platee- for composite 4eck- slabs The ehape of the precaet plates for conposite

deck slabs is shown in annex 2 informative ficure -8.

Anner 2 informative fuure BF.-e"'ple of shape of the precast plates for composite rteck elabe

cD Precaet deck glabs for highway brifuee The shape of the precast deck slab forhighway bridgee is shown in annex 2 infornative fi.gure 4.

0

』,

ξ̀Deck direstion middle palt cross e€ction Deck direction eupport part crosa section

Anaex 2 iaformative figure 4trlrernple of shape of the prec-st deck sl;bs fd highway bridgee

4.2 Dimeneion and diynensional tolerance The dimeneion and dimensional toleranceof the Group I products shall be as specified in annex 2 table 4 anil table b. Thedirngnsioa and dimensioual tolerance of the Group II products shall be subject to theagreement between the parties concerned with delivery.

d nriage beam The dimengion and rrimspsi.nal tolerance of a bridge beam shall beas specified in annex 2 table 4.

ｏｏｏ●諷〓〓い

●００口“２〓い

C コ| に


22

A5373:2004

Note({) : The beam length Zis expressed with mm.

b) Deck elabs The dimeneion snd dirnea5i6aal tolerance of deck slabs shall be asspecified in annex 2 table 5.

Annex 2 table ! lls dirnsnsion and di"'ensional tolerance of dee"k alab

Unit : mm

Annex 2 table 4 The dirnsDaioa and dirnensional tolerance ofa brifue beam

ClaesificationHeight orthicknees

Wldthlperpeコddarto b五dge dsl

Length CdOng b五 dge adsl

Slab brilge benm

Dimension

350 to1000 700 Spnn length厠

5.3t● 24

Toler.ance

± 5 ± 5

In the case ofん≦10m ±lo

In the case ofか 10m 土〃l ooo(う

hght・10ad elabbttge beam

Dimen'eion 225 to 400 700 Spon length Z G0

5.3t● 13.5

Toler'ance ± 5 ± 5

In the case ofZ≦ 10 xn

± 10

In the case ofI>101n ±〃1000K41

Be"'" bridge beam

Dimen'sion

900 to1300 800 Beam length Z 6r) tB.6 to 24j

Toler・

ance± 5 ± 5 ±〃1000(う

Segment forbridge beams

Dinen'sion

０ｔ

０

０

０

０

３

４

３

１

1300 Segmentlength Zω4.05 to l1 5

Toler'ance

+lo-5

Upper width+10-o

lnwer width+5

+lo

Classfication ThickneseWidth(alongbЁdge

di“∝bnl

Length Oerpenttular t●b五dge m

The precast platefor composite deck

slab

Dhen・●10■

70"120 998 PC plate span length Zい 01 45 to 3.00

Toler'ance

+5-2

+5-3

+lo-5

Precast deck slabfor highway

bridgea

Dimen'sion

轟 240t。 3201990 Deck length Z(ml

7.9 to 18.5厖 340 to 420

Toler・

ance+10

0+5-10

+200


23

A5373:2004

5 Bar anangement 6osition of PC steel and reinfOrcementp Bar arrangement

6osttion Of PC steel and reinforcementu Shan be as specined in Лs A 5364 and adesign docilment.However,when the method is subiect tO the agreement between the

parties concerned with delivery7 and it fans w比 h the range which does nOt dnmagethe perfo.ttance of products Cnduこ ng prO宙sion8 0f Clauseめ ,the methOd may beoutside the bar arrangement 6osition of PC sttel and reinforcementl of re∞ mmendedspeciEcation.

6 Test methOd6.l Compresslve‐ strenn test A compress市 e‐strength test is based on JIS A l132nnd JIS A l108.

6_2 Bending test A bending testis based On」 IS A 5363 As shownin annex 2五四rel and igure 2,apply the load Fwhich is equ■ valent to the crack test bending moment,and check for any cracks.

In addition,perfO._the test a■ er cOnttng that the cOmpresslve strength of a testpiece is equal tO Or II10re than the specined value.

Remarks: A te8樋 r●han be Grade one or higher spectted in ЛS B 7721,Or shanhave the anownnce which is equ■ valent t。。r better than this.

Load Fis cOmputed by the fOnowing fOrmula.

F={に―・rd。)x.|ち万}―

″g

恥 ere,F:L●a出電10ad α詢″:Cra■

“stbendingmomentCkN‐ ml

y・・

:Bending mOment bypЮ ducttare lkN‐ω″:Mass of10adingequlpment α∂′ Span(■0●:L●ading poュ血

h the case ofa b」 dge benmln the case of′ く10m o.500h the case Of′ ≧lom o.750

『ま盤脳i麟:p電

麗膜撥趙聯総樹宙tational accelerattOn(9.81m/sう

LOad be,m Load F

PROTECTED BY CoPYRIGHT

24

A5373:2004

Annex 2 figure t The baaiis method (in the caee of the brid.ge beo,r,s for highwaybrfulges, aad the precaet plates for conposite deck slabe)

Load bean Unit:mm

bar

D Deck fOrthree main beams

CounterweightCollnte「口eight

c) Deck for bur 4cin [rgarns

Annex 2 figure 2 Tte loading nethod(in the case of the precast deck slabs for highway brfuIges)

7 Qualit5r of concrete

7.1 Material and manufacture method rhe material anil manufacture method forconcrete are based on JIS A 8364.

RoundSteel plate

O Deck fOrtwO main be口 m8


25

A 5373 : 2004

7.2 Compreeeive strength The compreasive strength of concrete ehall be verified bythe conpreesive strength of sample which wae processed by the same cure as theproduct, or the compreesive etrength which wae controlled properly. When thepredetermined cure is frniehed, the etrength shall satisfy the value specified in annex 2table 6.

In addition, products of Group II ehaU be subject to the agreement between theparties mncerned with delivery.

Annex 2 table 6 the conpreasive strength of concrete

Unit:N/mm2Cla●s過にajon The compressive etrength of concr€te

At the time ofprestreee

introduction

At the time ofquality

asgurance

Britlgebeams

Slab brtge beЯms 35 or more 50 or norehght・ load 81ab b五 dge benvns 42 or more 70 or more

Beam bridge beams 36 or more 60 or more

Segnents for bridge beame 35 or more 50 or more

嗽轟

:[:itilb:lates for ∞mposite

30 or m.ore 50 or more

躙

deよ dabtt br hlghway35 or more 60 or E ore

Remarke: The cornpreesive Btrength of concrete may refer to JIS A bg64aanex(informative).

8 luspectiou Inspection is based on JIS A 6B6i and the following.

8-1 ffug finnl ilspection The fi.nal inspection of bridges is conducted aboutappearance, performaoce, shape, and dimeneion.

a) Appearauce About appearance, the characterietic of a prod.uct, the manufacturemethod, manufacture quautity, etc. ehall be cooaidered, and a 100 % inspectionehall be performed.

b) Performance, shape, and dimension About the performance, shape, anddirneaEiop, a 100 ok inspection or a sanpliag inspection shall be performed.

when the performance is inspected by a sample as alternative characteristic,correlation shall be established between the sample and the product.

c) size of ilapection lot The size of inspection lot shall be specified by amanufacturer by considering the characteristice of a product, a nanufacturemethod, manufacture quantity, manufacture period, ordered quantity, etc.

within one inepection lot, the characteristics, the materials ueed, concrete mixingratio, and the manufacturing method shall be the same.

PROTECTED BY COPmGHT

26A 6373 : 2004

8.2 Delivery inepection The delivery inspection of bridges shall be made aboutappearance, shape, and dimengion. The eiz€ of inspection lot and the sampling nethodehall be subject to the agreement between the partiee concerned with delivery, andehall be determined by a purcbaser. However, the delivery inapection shall be eubjectto the agreement between the parties concerned with delivery, aad it may be omittedbaeeal on the result of final inspecfion.

I Ma*ing The marking on bridges shall indicate the following according to JIS A6361.

a) Claesfication or itg abbreviation

b) A manufacturet's name or its abbreviation

c) A date of manufacture or ite abbreviation

10 Othere The Group I of bridges is ehown in annex 2 table ?.

Annex 2 table 7 Recommended specifrcation

Structure-specific productSroup standard

Recommended specificatiou

ЛSA5373

annex 2

6omative)B五dges

B五dge

beams

Recommended specfication 2.l Bridge beams forhighway brideeeRecommeuded specfication 2-2 Segments for bridgebeame for highway bridee

Deckplates

Recommended specification 2-B Precast plateo forcomposite deck slabsRecomneaded specifi.cation 2'4 Precast deck slabsfor highway bridges


27

A5373:2004

Recommended specifrcation 2- 1

Bridge beams for highway bridges

I Scope This recommended epecification speeifies the Group I bridge beamg forhigbway bridgea (hereafter referred to as "bridge beams") among the annex 2 of JIS A5373.

Remarke 1 A bridge beq"' which wae based on the details of thig recommendedspecification 2-1 aud which was manufactured by proper qualitycontrol shall be deened to conform to clauee 3 of the annex 2 of JIS A6373.

2 If the informative dirnension hae been changed within the rangeshown in clauee 4 of the annex 2 of JIS A 5373, a manufacturer mustpresent the following data to a purchaser, when so requested. Thedata must state conformity of the bridge beam to clause 3 of theannex 2 of JIS A 6373 which hae been demonetrated by the designd.ocument or perfornance test.

2 Classification Brid.ge beams are classified into the ordinary bridge beam and thelight'load bridge beam. They are claseified by thet statrdard span as shown inrecommended epeci.fi.cation 2-l tables 1 to 3.

!.! Qldine.y fuldge beerns

d SIab bridge beo"'e

Recommended epesification 2-1 table 1

Tbe classifrcation ald crae.k tegt bending moment of slab bridge beams

¨̈一　ｍ

Ｓ Live load A Lve load BCla● sIIl・

ca饉●Il

』̈品Clack test

beadiXgmornentじlass■,catloュ

』̈市Crack test

belldi」寺momellt

5 AS05 350 148 BS05 350 1536 AS06 350 170 BS06 350 1827 AS07 400 211 BS07 400 2278 AS08 400 253 BS08 400 2719 AS09 450 294 BS09 450 31410 AS10 450 338 BS10 450 370

ASll 450 370 BSll 500 43312 AS12 450 405 BS12 500 47513 500 478 BS13 500 52614 AS14 500 532 BS14 550 61015 ■5 550 616 BS15 600 69616 AS16 600 702 BS16 600 76417 AS17 650 862 BS17 650 86318 AS18 700 962 BS18 700 96019 AS19 750 1050 BS19 750 1 14020 AS20 750 1 150 BS20 800 126021 AS21 800 1 270 BS21 850 144022 AS22 850 1470 BS22 900 164023 郎 23 900 1630 BS23 950 178024 AS24 950 1830 BS24 1000 2020


28

A5373:2004

Remarke 1 Or<lina:y bridge beo"' Bridge beans used for the nationalexpressway, national highway, prefectural road and importantmunicipal toad, or other important roads specified by Road Tr"ffrcLaw.

2 Live troad A Live load which assumes the comparatively lowsituation of the run frequenry of a large-size vehicle among thedesign vehicle l66ding ofRoad Structure Order.

3 Live load. B Live load which asaumes the comparatively highsituation of the run frequency of a large-size vehicle "'"oug thedesign vehicle losding sfRoad Structure Order.

4 The centerto'center spaciug of bridge beam ae a bridge shall notexceed 0.77 m.

6 When used for a bridge, a bridge beam shall have the angle ofskew of 60 degrees or more.

6 The span used may be longer than the etandard span by 0.2 m orless, and shorter, by 1 m or less.

b) Bearn bridge beerng

Xecommeuded specification 2-l table 2

lte classification and crac,k test bending moment of beam bridge beamsｄ

暴呻　ｍ

Ｓlive load A hve load B

Classifi-cation

Be・mheightmnl

Crack teetbendi.ng'moment

kN'n

Clageifi'cation

Beamheightmm

Crack teetbending-moment

kN'm18 AG18 900 1270 BG18 1000 1450

19 AG19 1000 1490 BG19 1000 1500

20 AG20 1000 1560 BG20 1100 1790

21 AG21 1100 1890 BG21 1100 1910

22 AG22 1100 1920 BG22 1200 2270

23 AG23 1200 2280 BG23 1200 2300

24 AG24 1200 2310 BG24 1300 2690

Remarka 1 The center-to-center spacing of bridge bean as a britlge ghall notexceed 1.08 m.

2 When used for a bridge, a bridge beam shall have the angle ofskew of 70 degrees or more.

3 The epan used may be longer than the etandard span by 0.2 m orless, and shorter, by 1 m or less.

Light-loail bridge beame


い̈　　ｍ

Ｓ Classifi'cation 』̈

｝　ｍｍ

Crack testbencling'moloentkN'm

5 LS05 225 76.1

6 LS06 225 93.7

7 LS07 225 108

8 LS08 250 t329 LS09 275 168

10 LS10 300 207

11 LSll 350 258

12 LS12 375 320

13 LS13 400 376

29

A537312004

Recomnended specifrcation 2-l table 3

ClaseiGoatiou and crack test beniling nonent of light-loail slab bridge beams

Remark 1 Lright-loaal briilge beame Bridge beamused for the road which ie Dot specifiedin Road Tlalflc Law, and where a designIoail is emaller than the ordinary bridgebean.

2 The center-to.center spacing of bridgebeam ae a bridge shall not exceed 0.77 m.

3 When used for a bridge, a bridge beamshall have the angle of skew of 60degtees or rnore.

4 The span used may be longer than thestandard span by 0.2 n or less, andehorter, by 1 m or less.

3 Performance

3.1 Bending shength The bencting strength of bridge beams ehall be specified asfollowe. When it is subjected to the bending strength test specified in clause 6 and tothe craek test beuding'moment specified in recommended specification 2-1 tables l to 3,it ehall not generate any crack.

4 Dinension and dimensional tolerauce T[s di'nsasietr and dirnensional to]eranceof bridge beams ehall be as specified in anuex 2-1 frgures 1 to 3 and table 4.


30

A5373:2004

Re∞nunended 8pedEha面bn 2‐1長興 el

轟粗盤電躙鋼蹴為Re∞mmended specincation 2‐ 1無興

“2

b酬躙臨U五t:mm

Recottttttended specification 2-1 fuure 3The ehape and dinensioa of a slab

bri<lge beam fght-load bridge beam)

Recomnendeil specification 2-1 table 4 Dinensioual toleranceUnit : nm

Claesification Tolerance

Beamlength Lin the case of

Z≦ 10m ± 10

In the case of多ン10m

(う＋一

I'he outsidedirnension ofcrosg gection

± 5

Camber (2) ofbridge beams

±80Deflection of the

transverseclirection

10

Notes (r) The beam Z ie expressed with mm.

This ehall be the value of the ceuter of a epan.

Make one set of number of the bridge beams usedfor one span, and tbis shall be tolerance of theaverage of camber.

length expressedう

↓


31A 5373 : 2004

5 Bar arrangenent The bar arrangenent of brifue beams is based on a designilocument and the following.

d The covering of reinforcement and PC steel shall be 26 mm or more.

b) The gap of reinforcement and PC steel shall be 20 mm or more. As to PC steel, thegap ehall be tbree times or more a dianeter, and at the same time 43 or moretimes the maximum dimsnglsD of a coarse aggregate.

c) A reinforcement and PC steel shall be free ftom looee scale, oil, etc. which damageadheeion of concrete, and shall be assembled aod fixed to the accurat€ poeition.

6 Strength teet

6.1 Compressive-etrength teet The compressive'streugth test of bridge beams isbased on 6.1 of the annex 2 of JIfi A 5373.

6.2 Bending test The bending test of bridge beams is baeed on 6.2 of the annex 2 ofJIS A 5373.

Remarks : A tester shall be Grade one or higher specifi.eil in JIS B 7721, or shallhave the allowance which ig equivalent to or better than thie.

7 Quality of coucrete The compressive strength of concrete is based on 7.2 of theannex 2 of JIS A 5373.

8 Inspections

8.1 Inspectiou items The inspection items of brifue beams are based on thefollowing.

d Findinepection

1) Appearance

2) Performance

3) Shape anrl dimension

b) Delivery inspection

1) Appearance

2) Shape xnd dimsnsistr

Remarkg: The deUvery inspection shall be subject to the agreereent between theparties concerned with delivery, and it may be omitted baeed on thereeult of fi.rral test.

8.2 Inspection lot The size of inspection lot of bridge be"-s shall be decided by amanufacturer who considers the characteristics of products, manufacture methods,Banufactule quantity, manufacture period, ordered quantity, etc. The deliveryinspection shall be subject to the agreement between the parties concerned with delivery,and shall be decided by a purchaser. However, one lot may be 400 pieces or its fraction.

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82

45373 | 2004

8.3 Inspection method The inspection method of briclge beame is baeeal on thefollowing.

a) Final inspectior

D Appearance Appearance shall be subjected to vieual 100 7o inepection. If theproducte conform to the provision of 6.1 of JISA5373, they ahall be accepted.

2) Performance For inspection of performance, take two bridge beams ftom one lotof bridge beams, ancl inapect them by 6.2. If both of the two conform to 3. 1, the lotghall be accepted. If both of the two fail the whole lot ehall be rejected. If one ofthe two faile, the rest of the lot shall be tested. If it conforme to the provision, itshaU be accepted.

3) Shape and dimension For inspection of ehape and rlimension, a 100 % inspectiooshall be performed. If they conform to the provision of clause 4, they shall be

accepted.


1) Appearance Inspection of appearatrce shall be made like d.2) Shape ancl dimengion Inspection of ehape and dineneion ehall be made like a).

9 Marking The marking on bridge beame is baeed on JIS A 5361 aud JIS A 5373.


33

A5373:2004

bridge beanl fo■The general design proced.ure anil themade are shown below,

mqin design items of the

lMain design itenel

(D Roail courlitious: roail etsldat4 wiclth, mad line ehape,cradiert

@ Bridge coaditioag: live load, brifue leugth, epaa a.ucl beanlengh, angle of skew

@ Matcrials usEdCorcretc: desip str€a8itb, Youngta uodulue, creep &ctor,

drying ehrinLage, sllowable urit streseSteel : classGcation of atcel usedn mechaaical property,

Yourg's modulue, allowabls uuit stresg@ Determiaation of consfruction conditione related to design

@ Dete rahation of claasification of briilge bearn@ Ar:rargemeat interval

Load calculatioa: dead load, Iive load, eilditivesDeck spaa, tb.iclnassCalculatiol of constaats related to croee sectionArrangeneat of steelCalculation of croee sectioaal forceStuily of beniliag

Cross eectioual shape of main beamCalculation of cosstauts relatod t! croes eectionLaail celculetiou. loail conbinatioaCalculation of crose sectioaal forceArargement of PC eteel calculatioa ofprestressStuily of beuilhgStuily of shearStuily of tolsion

Shape ofbridge beamCalculatioq of congtants relat€d to cross eectionLoail calculatioq loail combiaationCalculatioq of crosE eectional forceArraagenent of PC steel calculatioa of pr6stle6sStutly of benili-ng

8悩惚腑鳳“"① Calculat。●Of reac歯曖and travel

8B:量:1::樹曽:諸iLoppreventlon

8:18び槻潔l…“ュ

①②③④⑤⑥

　

①②③④⑤⑥②③

①②③④⑤◎

I Deeign procedure I

PROTECTED BY COPttGHT

34

A5373:2004

The general design procedure and the main design item8 0f the b五 dge be,m for light

load slab bridges are shown below.

rnosion nrncedurel 【Main design ittms】

(D Road colditions: road ataudard, width, road line ehape,sraalielt

@ B-ddse conditiors: live load, bridge leagth, spa-n aad beamlencth. alclE of sLew

@ Materiile u.sedConcret€: rlesi8! etrength, Young'e moilulus, creep factor,

drvilg shrid(age, all,owable urit str€EgSteel: dassifcation of steel uaed mechaaical prperty,

YouaCg nodulus, allowable uait streee@ Deternbatiou of-construction coailitions relatcd to desiga

@ Determination of dassificatiou ofbridge beam@ Arralgement iltarval

8曲臨虫颯。“8赫n

“

臨田轟闘雖8翼腑雛器館器留::圏ξ

C6"d'Cttd… ofpr"""3

§ 欄

脚

t

8里署脚諸:」瀧獣錯e

88窒計肌獄:Ch°

n ttd檄…1

8設諄鮮臨。rtttn

Reco"'rnended gpecification 2-1 informative figure 2

Design procedure of tbe bridge beams for light-load slab brifues

[Design procedurel


35

A5373:2004

Recom m ended specific atton 2- 2

Segments for bridge beams of highway bridge

1 Scope Thie recommencled epecifi.cation epecifies the segment for Group I bridgebeams of highway bridge (hereafter referred to as "segment for bridge beame") anongthe annex 2 of JIS A 6373.

Renarks 1 A segment for bridge beam which wae based on the details of thisrecommencled specification 2'2 ar.d. which wag manufactured byproper quality control shall be ileemed to conform to clauee 3 of theannex 2 of JIS A 5373.

2 If the reference dimension has been changed within the range shownin clause 4 of the annex 2 of JIS A 6373, a manufacturer mugtpresent the followiag ilata to a purchaser, when so requested. Thedata muet state confornity of the bridee beam to clauee 3 of theaunex 2 of JIS A 5373 which hae been denongtrated by the deeigrr

document or performance test.

2 Claesification Segments for bridge beams are claesified by the leugth of a bridgebean as ghown in Recommeniled specification 2-2 table 1. Moreover, the segment forbridge beams consists of an edge, middle, and central segments. At the time ofmanufacture, it is a reinforced'concrete pro<luct (RC). At the time of use, severalcomponents are sombined into a single body with PC eteel to form prestreeeed concretestructure.

The classification ehown here indicatee the highway bridge of the mai" beam epacingof 2.6 m to 3.8 m.


36

A5373:2004

Recommended epecification 2-2 table 1

the claesificatiou and segment conposition of segment for bridge beamsSt .Dd.sld

spa! ofCla3.i6c.tio! rEdDuDbs! of ad3e

C!.sriic5tiorl eldau!dbor of roiddls

Cl!.3ificatio! dld!u.iob6r ofceDtlal

Sta.!&!dEDa! of

Clarsiic8tioD aDuDbet ofeillp

Cla$i6c.tio! lEduruber of midrlle

ClessiicrtioD ardBurbar ofcest&l

26ュ

T!€y aro twoDiacaa dout

T26.rIt i! ole pi€ceabout MD25'e,

36■

The7田e twop【XB8 abOut

T36a

Ther aよ otmpleCe3 8b● llt

血 6・■

It ir oa. piocsalout ldD86.a.

Ttt are¨pL●●8 abOut

T26bIt ia ole pi6c€about MD26'b.

Tley ire tf,opiscea about

T3A-L-

They er€ tiopirc€3 alout

M:t6.b-

It is oD. Diec6about MD36'b,

:rtt ar● ぃ。plecOl abOut

"5c

It it oDe Fi6.r.bo* llD26.c.

They are twopleces about

T86‐ c

They are twopleCe3 abOut

M86‐こ ¨̈¨¨

■働

26■

勁呼 E●"0pleCe3 3bOut

T26量

∝

■

¨̈ 87ェ

They ate twopi6c66 about

TA?'s-

■hey are t7●

pleCe3 abOutMA7■

It b o0r piaceabout MDST'a.

Th.y ara tiopi€cei about,t 6-b

It i one pお ce

ib耐 m`R26 b

They are twopieCe3 abOut

T87・b

They aro tioDiec.r ibout

Mg?-h

I! ia oDs pieaeabou! MDST'b.

They tt twopleC03 abOut

T26・こ

It 18 011e ple“

about MD26・ c

They et6 troliecas about

TA7.c

Tbey a tropiece3 ebout

M37.c

It tt one p轟

about MD87●

27●

■■ey are‐ oplee3 3bOut

鬱夕・ ●

It ia oDr pi6cosbout MD27'a.

38ュ

They are t,opleces abcat

T■8●

■■ey are twopleces about

M38‐量

It b otr8 pi6c€ebod MD88-a.

They ttc tマ0

pleces aboutT27‐ b

∞

・ｂ¨̈』赫mey are t*opiecea about

T3a.b.

ltey et€ tEopiece! about

vs8.b.“■

¨̈Thet lre tropi€aE! about

T27..輌」¨̈

thsy are ivoDiec$ abost

T?a-c

'l'hay a!€ twopiec€s about

MBa'a

It ir 0!6 pieceabout MD38'c.

28■

ney“ ¨plee3 dbOllt

T28日

It i! oDe Iieceabout MD2E.!.

39■

Th€y eI€ t*opieces abollt

T39-t

Thev― twopleC98●bOutM80n

∝ｔ¨̈』

赫Tloy a$ tBoDiecea lbout

T9t.b

一中¨

Ｉｔ

“

Ih€y are tsopi6csa about

Tg9.b.

恥 y are twopieCe3 abOut

M39‐b

It i. one li€c€ebout MD39-b.

They at. tropiecea rbout

1?8'c.

It ir on6 piectabout MD28'c,

Tley at? twoDiecoa about

T39-d

'l'bey et€ twopiec€s ebout

M99-.It ll one piece

about MD39‐c

29ュ

TIey ar€ tlYopiecea about

T29.i.

It ir oEs Di6ceabout MD29.&

40ェ

Tbey ate twopi€c€s ebout

T40.,

They qt€ twopiec€s abo\at

M,t0.a.

It i. oDs Di€c6about MD40'a.

Theyロェo twopleCe8 abOllt

T29bIt iB oae Diecerbout MD29'b.

TⅢ are"。pleces about

T4011

They ele tEoI,ieces ebout

Mdo.h

∞

ヽ

一̈

¨

■

“

lhey ele teopi€c.s ebout

T29.

Ihey al€ tvopi..os aboui

M29.c.

It is ore piec€about MD29.c.

Thev att twopleCe3“ Out

T40c

They ato lorupi€ces aboui

M{O.e

It i3 0■O plece

about■ tD40‐c

30■

ltey ale troDiccer about

T3O.r

Itお olle plece

about Vn30 a

41 111

Th€y a.l€ tfopioces alout

T41-a-

T"y are twopleces about

L141餞

It ir ola !i€c6about MDtll'a.

They tt twopleC38 abOutT30b

They are tW●p10“3 abOut

M80‐b

It ir ora !iec.aDout MD30'b.

They ale tsopiec€s about

T/tl.h

Thev areゎ ШpleCe3 abOutM41b

It i! od€ pi6c.about MD4l'b.

Thet i!6 troDieces about

T30.c.

Tley rnl twopieces ebout

M30.c

It i! oDe Diecrebout l(D30'c.

TLey rle tropi€c$ ebout

T4l.c-

職 y areわ菫

メeCe3 abOutM41c

It i! oa! Fieceabout MD4l'c.

31 ュ

They are twopLCe3 abOut

T31■

Tb€y at€ tropiecoa about

M31'a-

It ia oDo lieceebout MDgl'a,

42ェ

Tbey ala twoDieceB ebout

T12-^

The7 are tWopieces about

M42‐■ 一̈ｌｔ“

They Bre t▼0

pleCe3 0bOutT81b

I!€y are t*oDieces abo|lt

M3l.b.It fu oDe pieceabout MDSl'b,

Th€y a.re tropiecs6 about

T42-h

Thet aro loulpiec$ about

M42.b_

It i6 ooa pi€ceabout MD42'b.

They are twopleC●3 abOut

T31c

They are twopleCe3 abOut

M31・ c

It is ole piecaabout MDBI'c.

Tbey are twopi6c€s sbout

They“ fourpleCe3 abOutM42c

It lB one piece

abOut MD42 c

921n

lllley口腱twopleCe3 abOut

T32・會

Th6y ata tsoDiece! about

M9t-!■iB one pLce

about MD32■

43コ

塾 v are tW0pleces about

T43‐ a

by aretwopleC88 abOllt

M4A彙∞ｔ¨̈They ala tso

pi€c$ eboutT92.h

The,are twop10Ce8 8bOut

M32bIt b ore !iec6ebout MD32'b,

They ate twopi€c€B ebout

T4A'b-

They are D区piecee aboつ崎M48b

“ヽ中̈‐ｔｉｓ赫

They are tw●pお∝3 abOut

"2‐c

Tbey are tPopiecs about

M32.c.

It is ore pieceaboutMD92'c.

Tlley are tW0pieCe3 abOut

T43c

They ate Bi:piaces Ebout

M43.c.

It■3 0ne p“

“abo■ltヽこ048‐ c


Re∞mmended specimation 2‐ 2 table l Cconclude0

StrDrlrrdaPr! Of

ill.ifr.tio[ aldltD[bet of sdtp

Claarificatio! rld!uEb€! otEiddb

Chsli6catio! aldru&bo! ofc€ltlal

!6an€nts

St arbrdsprn of

lLr..itrcatio! aldluEbe! of edgs

Cla5si6cstio[ rldru.6ber of midilL

Ctrrsi6crlio! DldDuDb6! ofc6ltlal

38ュ

Th●y●膊tWople●●●●bOut

T33■

TLy ale tropi€c$ ebout

M!|9.tIt i! olr Diece.bout MD33'a.

44ュ

llley ale tioDi€c$ rbout

T4.L

Tbey are tゅpleCe3 abOllt

M44‐ュ

It ir oro pi.c6ebout llDa4'a.

They"t"pl●Ce3 abOut

T38b

釉 y are twopieCe3 abOut

M38b

It t one p饉about MD33‐b

They●腱t,opleces about

T44b

They腑嶽plee3 abOut

lE44・b

It ir ore pi6ceabout MD,&.b.

Tll●y are twop暉 3 8bOut

殖 3・こ

II bey=腱 twoplece● BbOut

M88cIt i8 one liec€obout MD33'c.

Thev aは t,opleCe3 abOut

T44t

'l'hly tre arrpi€c$.bout

Mrl4.c-

It iB oD. pilccalout MDa4'c.

34コ

Th●ァ"t70pl●c● abolltTS`a

Tloy r$ tropi.c6! rlaut

MSa'e.

It is o[€ liscsrbout MD8{.a.

45ロ

They are,7opleCe3 abOut

T43・貪

Th9田"opleCe3 abOut

瑯・ ■

It L one plec

about MD41 a

Thry arc twoDi€ca! ebout

T8,t b.

Theyコ鴫tW0pleCe3 abOut

M84bIt is oDe pieceebout MD3{'b.

The,are"opleCe3 abOut

T46ヽ

n"誦嶽p-3 abOutM45b ¨̈町

""。plece3 abOut

T34c

晦 are"。pKXЮ3 abOut

I134■

It i! oDe pisc.dbout MDg'l'c.

Tbay are twoI,i6ces aboui

T,l5'c.

Ilgy ate airpi6csa about

M46'c,

It is olr pieceabout MD,l6'c.

851n

Tb4t $e tropiacaa rbout

T36'a,

恥 ,are tWOpleCe8 8bONat

M36L∝■一̈

■“

釉 y"¨pieCe3 abOut

T86・b

They arB"opleC03 abOut

■186b

∞ヽ一̈̈

■昴

D■y are twoplece● ●bout

T86‐ c

They are t70pleC03 about

M85c

It i. @e pieceebout MD35.c.

37

A5373:2004

Remarke 1 The segment for briilge beams should be easy for transportation andconetruction. The weight of one piece of segment ehall be 300 kN or leee. Theweight difference from segment to segment shall be as snall as possible.

2 When useal for a bridge, bridge beams shall have the augle of ekew of 70degrees or more.

3 Performance

3.1 Compreesive etrength The segment for bridge beame shall be subjected to thecompressive'strength test specified in clauee 6. The compresaive strength for qualityassurarce ehall be 50 N/mm2 or more. The compressive strength at the time ofprestress introduction ehall be 35 N/nmz or more.

PROTECTED BY COPYRICIrr

38A 6373 : 2004

4 Shape, dimensioa and dinensionr'l totreraace The shape, dimeneion andrrirneasietral tolerance ehall be ae specified in recommended specfication 2-2 fig:.ue L,

tableg 2 to 4 aud. table 5.

Unit : mm

' It varies withPC olate thiclaeee.

Middle eegment

Recommended epecificatiou 2-2 fr$rc 1 Shape of the s€gmeDts for bridge be""'s

Middle croes sectiou Supporting point crose section

Edge eegment

Central segment


39

A5373:2004

Recommended spttiation 2‐2 table 2 Dimengion ofeage settentB

U」t:mmClaEaification L 轟 12 B

T25・

a 8100 1400 200 220b 8100 1600 200 220C 8100 1900 200 220

T26・

a 8600 1400 200 220b 8100 1700 200 220C 8100 2000 200 220

T27・

a 8600 1400 200 220b 8600 1700 200 220C 8600 2000 200 220

T28‐

a 9100 1500 200 220b 9100 1800 200 220C 9100 2100 200 220

T29‐

a 9100 1600 200 220b 9100 1900 200 220C 4350 2300 200 220

T30‐

a 9900 1700 200 220b 4900 2000 200 220C 4900 2400 200 220

T31‐

a 4100 1700 200 220b 5400 2000 200 220C 4100 2400 200 220

T32‐

a 4400 1800 200 220b 4400 2100 200 220C 4400 2500 200 220

T33・

a 4900 1800 200 220b 4900 2100 200 220C 4900 2500 200 220

T34‐

a 5400 1900 200 220b 5400 2200 200 220C 5400 2600 200 220

T35‐

a 5900 2000 200 220b 5900 2300 200 220C 4400 2600 200 220

● 1● ム島 12 J

T36‐

a 6400 2000 200 220b 6400 2300 200 220C 4900 2700 200 220

T37‐

a 6900 2000 200 220b 6900 2300 200 220C 5400 2700 200 220

T38‐

a 5900 2100 200 220b 5900 24∞ 200 220C 5900 2800 200 220

T39・

a 6400 2100 250 230b 6400 2500 250 230C 6400 2900 250 230

T40‐

a 6200 2100 250 230b 6950 2500 250 230C 4700 3000 250 230

T41・

a 6700 2200 250 230

b 4700 2600 250 230C 5200 3000 250 230

T42‐

a 7200 2200 250 230b 5200 2600 250 230C 5700 3100 250 230

T43・

a 7700 2300 250 230b 4450 2700 250 230C 4100 3200 250 230

T44‐

a 8200 2300 250 230b 4600 2700 250 230C 4250 3200 250 230

T45‐

a 7800 2400 250 230b 4400 2800 250 230C 4050 3300 250 230


40

A5373:2004

Recomneudeil speqification 2'2 table 3 Dimension (r) of mirkltre segments

Note(r) A middle segment becomee unnecessary when a bridge beamconsiste of tblee segmente (edge segment X 2, central oegment).Therefore, middle segmente of etanalard span of 25 m to 28 m (UZS

to M28) antl some of standard span of 29 m and 30 m (M29-a,

M29'b, M30'a ) do not exist.

U五t:mmClasgification 物轟 J2 β Clas8i6cation & 轟厖 β

M29‐

a

M38‐

a 9000 2100 200 220b b 9000 2400 200 220C 7000 2300 200 220 C 9000 2800 200 220

M30・

a

M39‐

a 9000 2100 250 230b 7000 2000 200 220 b 9000 2500 250 230C 7000 2400 200 220 C 9000 2900 250 230

M31‐

a 7800 1700 200 220M40‐

a 9500 2100 250 230b 7000 2000 200 220 b 9000 2500 260 230C 7800 2400 200 220 C 6300 3000 260 230

M32‐

a 8000 1800 200 220M41・

ユ 9500 2200 250 230b 8000 2100 200 220 b 6500 2600 250 230C 8000 2500 200 220 C 6300 3000 250 230

M33‐

a 8000 1800 200 220M42‐

a 9500 2200 250 230b 8000 2100 200 220 b 6500 2600 250 230C 8000 2500 200 220 C 6300 3100 250 230

M34‐

a 8000 1900 200 220M43・

a 9500 2300 250 230b 8000 2200 200 220 b 5000 2700 250 230C 8000 2600 200 220 C 5100 3200 250 230

M35‐

a 8000 2000 200 220M44‐

a 9500 2300 250 230b 8000 2300 200 220 b 5100 2700 250 230C 9000 2600 200 220 C 5200 3200 250 230

M36‐

a 8000 2000 200 220M45‐

a 10100 2400 250 230b 8000 2300 200 220 b 5300 2800 250 230C 9000 2700 200 220 C 5400 3300 250 230

M37・

a 8000 2000 200 220b 8000 2300 200 220C 9000 2700 200 220


41

A5373:2004

Recontmended specincation 2‐ 2 table 4 Dimension ofcentral segmentB

Unit:mmClaesiEcatioa L rl 島 β

MD25・

a 9500 1400 200 220

b 9500 1600 200 220

C 9500 1900 200 220

MD26・

ユ 9500 1400 200 220

b 10500 1700 200 220

C 10600 2000 200 220

MD27・

a 10500 1400 200 220

b 10500 1700 200 220

C 105041 2000 200 220

MD28・

a 10500 1500 200 220

b 10500 1800 200 220

● 10500 2100 200 220

MD29・

a 11500 1600 200 220

b 11500 1900 200 220

C 7000 2300 200 220

MD30・

a 11000 1700 200 220

b 7000 2000 200 220

C 7000 2400 200 220

MD31・

a 8000 1700 200 220

b 7000 2000 200 220

8000 2400 200 220

MD32・

a 8000 1800 200 220

b 8000 2100 200 220

8000 2500 200 220

MD33・

a 8000 1800 200 220

b 8000 2100 200 220

8000 2500 200 220

MD34・

a 8000 1900 200 220

b 8000 2200 200 220

8000 2600 200 220

MD35・

a 8000 2000 200 220

b 8000 2300 200 220

9000 2600 200 220

Claseification ム rl F2 B

MD36・

a 8000 2000 200 220

b 8000 2300 200 220

C 9000 2700 200 220

MD37‐

a 8000 2000 200 220

b 8000 2300 200 220

C 9000 2700 200 220

MD38‐

a 9000 2100 200 220

b 9000 2400 200 220

C 9000 2800 200 220

MD39・

a 9000 2100 250 230

b 9000 2500 250 230

C 9000 2900 250 230

MD40・

a 9500 2100 250 230

b 9000 2500 250 230

C 6300 3000 250 230

MD41・

a 9500 2200 250 230

b 6500 2600 250 230

C 6300 3000 250 230

MD42‐

a 9500 2200 250 230

b 6500 2600 250 230

C 6300 3100 250 230

MD43‐

a 9500 2300 250 230

b 5000 2700 250 230

C 5100 3200 250 230

MD44‐

a 9500 2300 250 230

b 5100 2700 250 230

C 5200 3200 250 230

MD45・

ユ 10100 2400 250 230

b 5300 2800 250 230

C 5400 3300 250 230

Recommeniled spegification 2-2 table 6 Dimeasional toleranceClaeeification Tolerance

Length L, to LI ±10

Upper width Wr+10-5

Lower width W2 ± 5

Helght Hl+10-5


42

A5373:2004

Remarke : Plural seguenta are joined tobe ueed ae a bridge benm. Thetolerance of be"m length (Z) atthe time of manufacture ehallbe the sum of those ofsegments usecl, and it shall be+ Gl-l) and within -30 nm.The unit of beam length (Z)ehall be m, and the unit oftolerance, mm.

6 Bar arrangement The bar arrangement of eeguent for bridge beam ie baeed on adeeign document and the following.

d Tle covering of reinforcement and PC steel ehall be 30 mm or rnore for upperflange, and 35 mm or more for the rest.

b) The gap of reinforcement ehall be 20 mm or more, and at the eame time 4/3 timesor more the maximum dimension of a coarse aggregate.

c) A reinforcement and PC steel shall be ftee ftom loose scale, oil, etc. which damageadhesion of concrete, and shall be assembled and fixed to the accurate position.

6 Shength teet

6.1 Compressive-strength tegt The compressive'sirength test of segment for briclgebeam is baeeal on 6.1 ofthe annex 2 of JIS A 5373.

Remarke : A t€ster shall be Grade one or higher specified io JIS B 772I, or Bhallhave the allowance which is equivalent to or better than this.

7 Qusffty of concrete The compressive strength of concrete ie based ou 7.2 of theannex2ofJISA5373.

8 Inspectione

8.1 Inspection items The inspectiou items of segments for bridge beams are baeedon the following.

a) Final inepection

1) Appearance

2) Performanse



1) Appearance



4346373 i 2004

Remarks: The delivery inspection shall be subject to the agreement between theparties coucerned with delivery and it may be omitted based on theresult of 6nal teet,

8.2 Inapection lot The size of inspection lot of segment for bridge beam shall be

decitled by a manufacturer who coneiders the cbaracteristics of producte, manufacturemethode, nanufactwe quantity, manufacture period, ordered quantity, etc. The

delivery inspection shall be subject to the agreement between the parties concernedwith delivery, and ghall be decided by a purchaser. However, one lot may be one bridgebeam.

8.3 Inspection method The inspection methocl of segment for bridge beam ie based

on the following.

a) Final inspection

1) Appearance Apperance ehall be subjected to visual 100 % inspection. If theproducts cuform to the provision of 6.1 of JISA5373, they shall be accepte<l.

2) Performance For inspection of performance, ta.ke one bridge be"'", and inspectit by 6.1. If it conforme to 3.1, it shall be accepted.

3) Shape aud dimension For inspection of shape anil dineneion, a 100 % inspectionshall be performed. If they conform to the provision of clause 4, they shall be

accepted-

b) Delivety inspection

1) Appearstrce Inspection of appearance shall be nade like d.2) Shape and dimension Inspection of shape and dimension shall be made like a).

9 Marking The marking on segments for bridge beams ie based on JIS A5361 andJIS 45373.


44

A5373:2004

The general design pr∝edure

beams are sbn below.

【Design procedl・ ,e】

and design itemg of the segmeuta for road bridge

【Main design items】

⑤⑥⑦

Ｑ梁Ｘ３６

:鷲榊辞辮馳識胸h…

貯

爆

鶉ゝ蒸鯰塁

中綺

④ Dotenlha孟属:麗酬讐:LttWnぷ盟盤Prop・弯

'

■…

置」bns rola“d to de8ign

DetBrmi.oation of claeeification of aegnentDetermination of rlivision number aad positionA''elgement int€rval

Ioail calculatioa: dead loa4 live loail, additivesDe& goal tLicLnessCalculitioi of constants lelat€d to crogg sectionArralgement of oteelCalculation of cross aectioral foneStudy ofbeaei.g

Croes sectiolal shape of main beamCalculation of consiants relst€d to croes s€ctionLoad calcolation. loail combhatiorCalculation of cross sgctioral forceArraageneut of PC steel, calculatioa of prestressStudvifbendincStudi ofshea! -Study of torsiouStudy ofjoiltStudy of shear tey

Shape ofcross'beanCalculatior of cousta-D.ts lelateil to closs sectionLoad calculation, load combinatiorCalculation of criras sectiorsl forceArraugemeut of PC eteel, calculatiol ofprestressDrudy oI DeDdurg

81鑑忠:=鋼調 1∫Fま温uage

§:鞘朧盤穏驚1

8:社詳鮮:歯場。rtaion

Reco"t"rended specification 2-2 informative figure 1

Desigo procedure of the segments for brid.ge beerns for highway briilge

number ald


45

A5373:2004

Recommended specilication 2-3

Precast plates fsr gsmposite deck slabs

I Scope Thie recommended epecification apecifies the precast plate for compositedeck glab of Group I bridge (hereafter referred to as "precaat plate for composite deckelab") among the annex 2 of JIS A 6373.

Remarke 1 Prescaet plates for composite deck slabs which were based on thedetaile of this r€conmeuded epecification 2-3 and which wasmanufactured by proper quality control shall be deemed to conform toclause I of the annex 2 of itrIS A 5373.

2 If the reference dimslsiea has beeo changed within the range shownin clause 4 ofthe annex 2 of JIS A 5373, a m.anufacturer must preeentthe following data to a purchaser, when so requeeted. The data mustetate conformity of the prescast platee for composite ileck elabe toclauee 3 of the annex 2 of JIS A 63?3 which has been demonstratedby the ilesign document or performance test.

2 Clasaification The precast plates for composite deck glab are claesiied by the spanae ehown in recommeaded specification 2'3 table 1.

Becommended specificatiou 2-3 table I Classification anil crack teet bending moraentof the precast plates for conpoeite deck elabe

Classification Tbe spaa ofprecast plate

mm

Plat€thickaess

mm

Crack test tリ

bendin『 momentkN・m

PCC‐ 70・ 1 1450 70 6.8

PCC‐ 70・2 1750 70 7.8

PCC・80 2050 80 10.1

PCC・90 2200 90 13.0

PCC・ 100 2600 100 16.3

PCC・ 110 2800 110 19.9

PCC・ 120 3000 120 22.3

Note0) The crack test bending momeut shall be the value which appliesthe guarantee tengile etrese of 1.8 N/mm2 on the lower eilge of aprecast plate,

3 Performance

g.l leading strength The beniling strength of precast plate for conposite deck slabghall be specifiecl ae followe. When it is subjected to the bending strength test specifiedin clauee 6 and to the craek test bending momeDt specified in recommeniledspecificatiou 2'3 table 1, it ehaU not generate any crack.


46A 5373 : 2004

4 Shape, dirngnaion and dinensional toleranoe The shape, dimeneion, anildimensional tolerance of precast plate for composit€ deck elab ehall be as specifieil inrecommended epecification 2-B figure 1 and table 2. The top face of precast plate ehallhave a euitable inequality to conbine caEt-in place concrete with the precast plate, thethicknees of plate shall be intermediate of the inequality.

Urit : mm

Reconmeuded specification 2-3 fiS;ure IThe shape ard dimenaioD of the precast platee for conposite ileck slebs

Recommentled epecification 2-3 ta;ble 2 Dimengional tolera.nce

Unit : mm

Classificstion ToleranceLength (perpendicular to

bridee axie)-f lu-a

Width (along bridge axie)-ro-o

Thickueee (at protrueiveDart

fa-2

Liaearity of tJre eitle faceof plate ± 3

Perpentlicularity of theend face of plate +10

6 Bar anangement The bar arrangement of the precast plate for composite deckelab is baged on a design document and the following.

d The coveriog of reinforcenent and PC eteel ehall be 25 mm or more.

b) The gap of reinforcement and PC steel ehall be 20 mm or more. The gap ofPC steelshall be three timeg or more the diameter. and at the same time 4/3 tinee or morethe maximum dimension of a coarse aggregate.

c) A reinforcement and PC steel shall be free from loose scale, oil, etc. which damageadhesion of concrete, and shall be assembled and fixed to the accurat€ position.

6 Strength test

6.1 Compressive-strength teet The compressive.strength test of the precast plate forcomposite deck elab is based on 6.1 ofthe annex 2 of JIS A 5373.

ＯＮ

一ｏ一〇卜


47

A5873:2004

6.2 Beilling teet The lgading test of the precast plate for conpoeite deck slab iebased on 6.2 of tbe annex 2 of JIS A 5373.

Remarke : A tegter ehall be Grade one or higher specified in JIS B ??21, or shallhave the allowance which is equivalent to or better than this.

7 Quality of concrete The compressive Btreogth of concrete ie based on ?.2 of theannex2ofJISA6373.

8 Iuspectione

8.1 Iaspection itema The inspection items of the precaet plate for composite deckslab are baeed on the following.

a) Final inspectiou

l) Appearance

D Performance


b) Delivery inspectiou

1) Appearance


Remarks : T'he delivery inspection shall be eubject to the agreement between theparties concerned with delivery, and it may be onitted based on theresult of final t€et.

9.2 Inrpection lot The size of inspection lot of the precast plate for composite deckslab shall be decided. by a manufacturer who considerg the eharacteristice of products,manufacture methodg, manufacture quantity, 'nanufacture period, ordereil quantity,etc. The delivery inspection ghall be eubject to the agreement between the partiesconcerned with delivery, and shall be clecided by a purchaser. However, one lot may be20 maaufacture lines or its fraction.

8-3 Inspection method rhe inspection method of the precast plate for compositecleck elab ie baeed on the following.

a) Final inepection

1) Appearance Appearance ehall be subjected to visual 100 % inspection. If theprod.ucts conform to the provision of 6. 1 of JIS A bB?3, they shall be accepted.

2) Performance For inspection of perfornance, take two plates from one lot ofprecast plate for composite deck slab, and inepect them by 6-2. If both of the twoconform to 3.1, the lot ehall be accepted. If both of the two fail, the lot shall be


48A 5373 : 2004

rejected.Ifoneofthetwofailg,therestofthelotsha]Ibeteeted.IfitconforEetothe provision, it ehall be accepted'

3) Shape and dimension For inspection of shape and dirnension' use one lot of

precast plate for compoBite deck elab, antl take one sample each from two

arbitrary manufacture-linee, i'e' two eamples in total' If both of the two conform

toprovisionofclauge4thewholelotehallbeaccepted-Ifevenoneaamplefaile'takeoneeampleeachfromfourothermanufacturelines,ie.foursampleeintotal.Ifallthefoursampleeconformtotheprovieion'allthelinesshallbeaccepted

' excluding the lines which produced nonconforming products' If even one of the

fourfails,thereetoftheloteha]lbeeubjectedtoaL00%ingpection.

In addition, about the manufacture line(s) which produced' noqconforning

product(s), take two further eamples and inspect then' If both of the two conform'

the rest ehall be all accepted, excluding the manufacture lines which produced

nonconformingproducts.ff"t"ooo"faile'themanufacturelineshallbesubjectedto a 100 0z6 insPection'

b) Delivery insPection

1) Appearance Inspection of apPearance shall be made like d'

2)Shapeauddimeneionlnspectionofshapeanililirnensioughallbemadeliked.

9Ma*ingThemarkingonprecastplateeforcompositecleckglabsarebasedonJlSA 6361 and JIS A 5373.

PROTECTED BY 00PYRIGFr

The geoeral design proceiluredeck slab are shown below.

49

A5373:2004

and desi『l items of the precast plate for composite

(Main deeign itemel

:聾饉選押墓識讐脚

盤 L::

③∬鸞鍮涸靱∬④ Detenllnaloュ ofch●B血a6on of PC Plate

Ｑ貿Ｘる０

Ｑ貿Ｘる０

Cross EectioBal shape of composite decl slabCa-lculation of constaats rela-ted to cross sectionLoarl salculatiol loail coabinatiorCalculation of cross eectioqal forceArraagemelt of PC steel, calculation of prestressStudy;fbeuditrg

① Covenng and gap of●"el

8:|::::i:Illi,記:liュ phce concre"

Reco"""endeil specificafion 2-3 iaformative fuure 1

Design procedure 6f '\e precast plates for composite ileck slabs

IDesign procedurel


50

A5873:2004

Recommended specifi cation 2' 4

Precast deck slabs for highway bridges

I scope Thig recommended epecification specifies the precast deck elab for highway

briilges of Group I bridge (hereafter referred to as "precaet deck elab") among the

annex 2 of JIS A 6373.

Remarks 1 The precast deck slab which was based on the detaile of thia

reconmended apeci.fi'cation 2-4 and wbich was manufactured by

proper quality control shall be deened to conform to clauee 3 of the

anuex 2 of JIS A 6373-

2 If the reference 4i-ension hae been changed within the range shown

in clause 4 ofthe annex 2 of JIS A 5373, a manufacturer must present

the following data to a purchaser, when so requested' The data must

state conformity of the precast deck slab to clause 3 of the anaex 2 of

JIS A 53?3 which has been demonstrated by the design d'ocument or

performance test.

2 clsssification The precast cleck slabe ehall be classified by the length of deck slab

as indicated in recommeniled specfication 2-4 table 1'

Beconmended specification 2-4 table 1 TIre claesificatiron and crack teat bentlirgmoment of precast ileck slab

Cla831aCatl●ユ枷脚

¨恥̈』̈

Mailr tteaDint rvd

ia 鼎̈̈Tbict!€.s of docl ilab Eh Cr“工

"Btbent辰弓Fe“

場Ful―0

PDS2 79 791111

2

4 1XXl 1960 850 142

PDS2 8 9 8000 41011 2400 250 350

PDS2・94 9400 4400 2500 260

PDS2・99 9900 47∞ 2600

PDS2・ 104 10400 6000 2700 280 880

PDS2‐ 112 11200 5600 2800

PDS2・ 117 11'00 6 aXl 2860 820 42●

PDS3・ 122 12200

3

4'00 1400 S40 131

PDS1 12 7 12700 4900 1450 240 340

PDS3‐ 132 132∞ 01∞ 16∞ 240 340

PDS3 13 5 19500 52∞ 15う 0 240 340

PDS3 18 7 13700 5300 1550 250 350

P,S3140 14¨ 5400 1600 250 350 206

PDS3・ 145 14500 6600 1650 860

PDSS 147 147●0 5700 1650 3611

PDS3‐ 160 15000 6600 1700 260 86●

PDS3 15 2 16200 5900 170● 229

PDSS 15 5 15500 6000 1750 270 238

PDS4・ 160 16 1XD

4

44Ю 14∞ 240 340

PDS416 5 16500 45∞ 1500 240

PIIS4 17 0 17000 4600 1 61Xl 2●D 340 162

PllS4 17 5 17500 4700 1700 240 340

PDS4 18 6 18600 6000 1750 240 340


51

A 5373 : 2004

RemarLs : When applying to a curved bridge, etc., the following may be applied'

d The overhang length ueecl may be digtributed to right and Ieftwithin 0.3 m from the gtandard overhang length'

b) The deck glab width may be changeal within 0.1 m.

Unit : nm

Recomnendeil epecification 2-4 frgure 1

Tte shape anil dineneion of precast deck slab

(the decl< slab span right angleil direction)

3 Perbrmance

3.1 $gading streugth fls leading etrength of precast deck slab shall be specfiecl as

followe. when it is subjectecl to the bending strength test specified in clauee 6 and to

the crack test bending moment specified in recommended speci.frcation 2'4 table 1, itshall not generate any crack,

4 Shape, ilirnengion and dineneioual tolerance The sbape, dimension anddimensional tolerance of the precaet deck slab ehall be as specifieil in recommendeil

speci.frcation 2-4 Egwte 2 anil table 2.

Unit : mm

Reco"'-ended specificatiou 2'4 frg:.ue 2

The ehape aud dimeueion of precast ileck slab (deck slab firlcrun direction)


52

A5373:2004

Recomnended spesificatiotr 2-4 table 2 Dimensionsl toleranc€

Unit : mm

Item Tolern..ce

The length of deck elab+20

0

Width of deck dab+5-10

Thlckness of dect ttlab+10

0

5 Bar arraagemeut The bar arrangement of the precast deck elabs is based on a

design ilocument and the following.

a) The covering of reinforcenent and PC eteel shall be 25 mm or more'

b) The gap of reinforcement and PC steel shall be 20 mm or more. The gap of PC steel

shall be three timeg or more the iliameter, aad at the eame time 4/3 timeg or mole

the maximum dimension of a coarse aggregate.

c) A reinforcement and PC steel shall be ftee from loose scale, oil, etc. which damage

adhesion of concrete, and shall be assenbleal and fixed to the accurate positiou'

Remarks : The covering of rei:rforcement and PC eteel on the top face of ileck

slab shall be 30 mm or more, considering the iaterfilling'

6 Streneth teet

6.1 compressive-strength teet The compressive'stfength test of the precast deck

slab ie baeed on 6.1 of the annex 2 ofJIS A 5373.

6.2 Beniling test The beniling test of the precast ileck slab ie based on 6.2 of the

aunex 2 of JIS A 5373.

Remarks : A teeter ehall be Graile one or higher specifieil in JIS B 7?21, or shall

have the allowance which is equivalent to or better than this'

? QuariF of coucrete The compressive strength of concrete is baseal on 7.2 of the


8 Inspections

g.1 Inspection items The inspection items of the precaet deck slabs are baged on the

following.

a) Final inspection

1) Appearance

2) Performance

3) Shape and di-eosion

b) Delivery inapectiou

1) Appearance

PROTECTED BY COPYRIGIrr

53

A 6373 : 2004

2) Sbape 6nd dimsnsiea

Remarke : The delivery inepection shall be subject to the agreement between the

partiee concerned with delivery, aud it may be omitted baeed on the

result of frnal inePection.

g.2 Inepec,tion lot The size of inspection lot of the precast deck elab shall be deciiled

by a mauufacturer who coneiders the characteristice of proilucts, manufacture methods,

manufacture qusntity, manufacture period, ordereil quantity, etc. The delivery

inepection ehall be subject to the agreement between the parties concerned with

delivery, and ehall be decicled by a purchaser. However, one lot may be 400 plates or its

fracfion.

g.3 Inepection method The inepection method of precast deck elab is baeed on the

following.

d Final inspection

1) Appearance Appearance shall be subjected to visual 100 % inspection. If the

products conforms to the prcvision of 5.1 of JIS A 63?3, they shall be accepted'

2) performance For inspectioo of perforoance, take two plates ftom one lot ofprecast ileck elab, and inspect then by 6-2. If both of the two mnform to 3'1, the

lot shall be accepted. If both of the two fail, the Iot shall be rejected. If one of the

two fails, the rest of the lot shall be tested. If it conforms to the provision, it shall

be accepted-

B) Shape gnd,limgnaion For inspection of shape and dimensioo, a 100 % inspection

shall be performed. If they conform to the pmvision of clause 4, they shall be

accepted.

b) Deliveryitrspection

1) Appearance Iuspechion of appealance shall be made like a)'

2) Shape and di,meneion Inepection of shape anil di"'eneion shall be maile like a).

9 Marking The marking of precast deck slabs is based on JIS A 6361 and JIS A53?3.

PROTECrED BY COPYRIGHT

54

A5373:2004

The general design procedllre and the main design ittms of the precast dedk slab for

highway bl灘 ges are shown below.

lMain ilesign itenal(D Dech slab corilitiols: main beam i.oterval, spa! of pr€cagt

ilec& slab, thickness of precast ileck elab' paveneattbiclnees

@ Materiale usedColcete: design aheagth, Yorugle modulus, creep factor,

dryiag ehrinkage, altrowable udt stressSteel: claseification of eteel used, mechaaical ploperty'

Young's modulus, allowable unit etress@ Deterninetioa of consructior couditiols lelat€d to aleEigl'

① CroBs sectional shape ofprecagt deよ slab

② CalcuaiOn of∞.stants relatod to cr● 3い0“0■

O Lond calcuttion,load combhaion④ Calculadbュ of cro88 6eCGbnal force

⑤ Arrangement ofPC steel,calcula■ o■ ofprest"86

0 Sidy ofben出g

① Calcda」。ュof∝os8●eCt●ュd for∞

② hmgeme■ lt of“品 r∞Illent

O Study Ofberldlllg

④ Deeltt ofloop,olnt

O Cove歯嘔 alld gap of steel

Sturly of liftiagStudy of trareportatio!

Reco"'-ended specification 2-4 hfornative figute 1

Deeign procedure of the precast deck slabs for highway bridges

①

②

IDeeigr procedurel

De潔出留盟曲

Lb

Dl温1整鮮諸P

PROTECTED BY COPYRIG「 r

55

A5373:2004

Annex 3 (normative)

ft,sfsining walls

1 scope T.hie annex apecifies Group I and Group II of retaining walls which are

6ainly useil for revetment anil earth retaining walls among the precast preetressed

concrete proilucts specified in JIS A 6373-

In additiou, the prestreeaed concrete sheet pile nade from precaBt prestressed

concrete (hereailer referrecl to aE',eheet pile") specified herein ie applicable aleo to

drainage canals.

2 classification The claseification of the retainhg walls shall be as specified in

annex 3 table 1.

In adfition, Group I shall be speci.fied in annex 3 table 2'

Annex 3 table 1 Claesification of retaining wells

MttOrとや僣おn Miaor division

Ret,:ning waus

PC walls

Sheet pilesOtherg

Annex 3 table 2 Clasgification of retaining-walls Group IClass五 catton

l ClaSSiECatiOnblstape

I)et』

Sheet pilesFlat ptts

See the recommendedspecification 3'1.Slot piles

Wavy pilee

3 Performance The performance of retaining walle shall conform to provisions of

aanex 3 table 3.

Annex 3 table 3 Performance of retaining wallsPerfornance

iteE PerformauceThe ierお

珊e check

Serviceperformance lま鑑tetti載鼈」

e霊歴犠1∬Ⅷ評礎

wiaJn 9n a■。w・・ ce.鼈儲1零需ま∬躍lt』

r

:爵鍛為eoIt ehall not break for the load assumed at thetime of end stage. 鼈置T粗織朧lt∬

Durab通け (う題1艦織訥ξよドed ag赫 See a design document or

a record.

Workab止ty 聰麹躍常l置躍盤織:よ:・

atl°n, Seeaderi:蕊llTent°

r

PROTECTED BY COPVRIGHT

56

A5373:2004

Notee (]) Confrrmation of tbe end stage perfornance ehall be made when so requested

by purchasers.(2) Durability may be confirmed by the actual regults of such similar products

as are equivalent in terns of water-cement ratio and reinforcement

covering.Remarks: The performance iteme of Group II shall be subject to the agteement

between the parties concerned with delivery.

4 Shape, rlirnension and ilimenaioual tolerance As to the retaining walls, the ehape,

dimsagisn, aud ilimensioaal tolerance shall be specified ae follows. As to Group I, if the

design concept is not alifferent, and if the performance (qualiry) and performance

(quafity) check method are the eame, the reference di-ension may be changed within

10 % in re8ponse to purchaeer's ilemand, provided that the Decessary performance is

satisfied.

4.1 Shape The ehape of the eheet pile is shown in annex 3 informative figures 1tn 3.

Unit : nm

A‐A

Annex 3 informative figure 1 Exanple of shape of sheet pile (flaO


57

A5373:2004

Anuex 3 informative figure 2 Esrnple of ahape of sheet pile (slot)

Annex 3 infornative figure 3 Example of ehape of sheet pile (waw)

58A 6373 : 2004

4.2 Dimension and dinensioaal tolerance ffus dimsaslqn and dimensiona] tolerance

of products classified as Group I shall be as specifreil in annex 3 table 4. The climension

ancl dimensional tolerance of products claeeified as Group II ehall be subject to the

agreement between the parties concerned with tlelivery.

In addition, the dimension of a tip ie not opecifieil.

Annex 3 table 4 Dinensioa anil dimeneional tolerance of eheet pilea

Clagei6catioo width Height ThicLqess Leoeth

Sheet piles

Flat piles

Dimensiou 500 50 to220 2000t● 14000

Toleralce＋

一

+6-2

+30

Dirension 996 60t● 220 2000t● 14000

Toleraqce+7 +7 +30

Slot pilesDimension 996 90 to 350 45 to 100 2 000 to 14 000

ToIerasce+'l ７

２

＋

一

７

２

＋

一

+30

Waw pileeDimeBgio! 996 120 to 600 60t● 120 3000t● 21000

Tolera.!c€７

２

＋

一

７

２

＋

一

７

２

＋

一

+30

Remarks 1

2

The surface may be chamfereal.

The shape of heail, tip aud joint as well as position of sling hole may be

Bubject to the agleement between the parties concerned with delivery'

and they may be changed as neceegary'

Depending on the agxeement between the parties concerneal withdelivery, necessary accessories may be attacheil or uecessary

processing may be Eade, provideil that it does not damage the

performance of sheet Pile.4 The cletail of toleranse ehall be subject to the reconmended

sPecification.

S Bar anangement (poeitiou of PC eteel and reinforcement) The bar arrangement

shall be as epecifiecl in JIS A 6364 and a design document. However, when the method

is eubject to the agreeEent between the parties concerued with delivery, and it fdlswithin the range which doee not damage the performance of proclucts Gnsluding

provisions ofclause 3), the method may be outside the bar arrangement (position ofPC

steel and reinforcement) of recommended specfication. Moreover, a manufacturer may

speci&, for each product, the bar arrangenent (position ofPC steel and reinforcement)

which satiefies clause 3.

6 Test method

6.1 Compressive-etrength test A compressive-etrength test is based on JIS A 1132

and JISI A 1108.


69

A 5373 : 2004

6.2 Beniling teet A bending teet ie based on JIS A 5363.

Remarks : A teeter shall be Grade one or higher epecfied in JIS B 7?21, or sball

have the allowance which is equivalent to or better than thie'


?.1 Material anil manufacture methoal The material and manufacture method for

concrete are baseal on JIS A 6364.

7.2 Compreesive strength The compreseive strength of concrete shall be verifred by

the compressive strength of sample which was processecl by the same cure as the

protluct, or the compressive etrength wb,ich was controlled properly. Wtren the

predetermined gurs is finis[ecl, and when the prestress is introduced, the strength

shall satiefu the value specified in annex 3 table 5'

In addition, products of Group II ehall be subject to the agreement between the

parties concerned with delivery.

Annex 3 table 6 Compressive strength of concrete

Unit : N/mm2

ClassficationWhen the predeterminecl

sure 16 ffnigltgdWhen the preetreas is

iltroduced

Sheet pile 70 or more 35 or more

Remarke : T}re compressive strength of concrete nay refer to JIS A 5364

annex (informative).

8 Inepections Inspections are based on JIS A 5365 and the following.

g.1 l.inal inspection The final iaspection of the retaining w"lls shall be coudueted

about appearance, performance, shape, and dimension.

a) Appearance About appearance, the characterigtics of a product, manufacture

nethoil, manufacture quantity, etc. shall be considered, and a 100 % inspection or

a sampling inspection shall be performed.

b) Performance, shape, ancl ilimension About performance, shape, antl dimension, a

sampling inspection shall be performed.

When the performance is inspected by a sanple as alternative characterietic,

correlation ghall be establiehed betweeu the sanple and the prod'uct.

c) Size of inepection lot The size of inspection lot ehall be specifred by a

manuf,acturer by considering the characteristics of a product, a nanufacturemethod, manufacture quantitn manufacture perioil, orilered quaatity, etc'

Within one inspection lot, the characteristics, the materiale used, concrete

mixing ratio, and the manufacture nethod shall be the same.

PROTECTED BY 00PYRIGHT

60A 5373 : 2004

g.2 Delivery inspection The delivery inspection of the retaining walle ehall be made

about appearance, shape, 6nd rtirngn5l6n. The size of inspection lot and the sampling

methocl ghall be subject to the agreement between the parties concerned with delivery,

anil deciiled by purchaeers. However, the delivery inspection ehall be subject to the

agreemetrt between the partiee concerned with delivery, anil it may be omitted based

on the result of final i"epection.

g Marking The marki.ng on the retaining walls shall fuldicdte the following

according to JIS A 5361.

a) Classification or ite abbreviation

b) A manufacturer s name or itg abbreviation

c) A date of manufacture or its abbreviation

10 Others Group I ofthe retaining walls ig shown in annex 3 table 6.

Anaer 3 table 6 Reoommeqileil specification

Structue-spesi.fic produst SFoup etsndard Recommended specifi cation

」IS A 5373annex 3 (uormative) Retaining

walls

Recommended epeci.frcation 3' 1 Preetressed

concrete sheet Pile


61

A5373:2004

Recommend.ed specilication 3- I'

Prestressed concrete sheet Pile

1 scope This recommended specification specifies the preetressed concrete sheet

pile of Group I of the lslqiniyrg walle (hereafter referred to as neheet pile") among the

annex3ofJISA5373.

Renarks I A sheet pile which was baseal on the iletaile of thie recommended

specification 3'1 ancl which was mauufactured by proper quality

controlshallbedeemedtoconformtoclauseSoftheanuexSofJlSiA 6373.

2 If the reference dineneion hag been changed within the range shown

in clause 4 of the annex 3 of JIS A 5373, a nanufacturer must

pregent the following data to a purchaeer, when so requesteil' The

alata must gtate conformity of the sheet pile to clause 3 of the annex

3 of JIS A 63?3 which has been demonstrated by the design

document or Performance test.

2 classifrcation sheet piles ehall be classifieal, by the shape, the dimension, and a

crack moment, as shown in recommended specfication 3-1 tables 1to 4'


62

A5373:2004

Reconmended specificatioa 3'1 table 1 Flat type (norninal width 600 mm)

As far ae the eheet pile of this shape is concerned, there is no distinction of a

cross section between the compression sicle anil the teneion side'


Reco',,-endeil epecification 3-1 table 2 Flat type (nominal width 1 00O nm)n^--:a-lrr^*+

ｍ̈β¨

Cradk Lengthω

m“●●n 一・″　　　Ш

kN・ In 20 2_5 4_0 45 60 70 80 90 100 110 120 ■40

SF 50 996 64 0 0 0 0 0

SF 60 60 80 0 0 0 0 0 0

SF 70 70 0 0 0 0 0 0 0 0

SF 80 80 15 0 0 0 0 0 0 0

SF 00 90 20 0 0 0 0 0 0 0 0 0 0

SF100 100 22 0 0 0 0 0 0 0 0 0 0

SFl10 110 30 0 0 0 0 0 0 0 0 0

SF120 120 36 0 0 0 0 0 0 0 0 0

SF180 130 44 0 0 0 0 0 0 0 0

SF140 140 50 0 0 0 0 0 0 0 0

SF150 150 58 0 0 0 0 0 0 0

SF160 160 0 0 0 0 O 0 0

SF180 180 84 0 0 0 0 O 0

SF190 190 90 0 0 0 0 0 0

SF200 200 102 0 0 0 0 0 0

SF220 220 130 0 0 0 0 0

63

A5873:2004

n"-u.tr '. .t" far as the sheet pile of this shape ig concerned, there is no distinction of a

cro8B section between the compre8sion side and the tension side'

PROTECTED BY COPYRIGrr

Recommended epecification 3-1 table 3 Slot type (uominal wirlth 1 (X)O mm)

…ca●●●呻″　　　　　̈

一いｒ　　ｍ

Iヽ o・

d耐ndthB

CcLmoment

kN‐ m

呻 ①

IIl

20 25 30 35 40 ,0 ao 7Ю ■5 80 85 90 95 100 110 20

SC 00A 90 46 996 5.9 0 0 0 0 0 0

SC 00B 89 0 0 0 0 0 0

SC 90C 12 0 0 0 0 0 0

SC120 120 50 0 0 0 0

SC160A 60 21 0 0 0 0 0 0

SC150B

28 0 0 0 0 0 0

SC175 0 0 0 0 0 0

SC200A 200 70 41 0 0 0 0 0 0

SC20oB

0 0 0 0 0 0 0

SC230 230 0 0 0 0 0 0 0

SC255A

0 0 0 0 0 0 0 0

SC256B

100 0 0 0 0 0 0 0

SC276A 275 120 0 0 0 0 0 0 0

SC275B

140 0 0 0 0 0 0

SC300 300 1∞ 160 0 0 0 0 0

SC360 350 190 0 0 0 0

64

A5373:2004

Remarks: As far as the sheet pile of this shape is concerned, there ie disti-nction of

across gection between the compression siile and the teneion side'


65

A5373:2004

L∞mmended sp…歯〕n3‐ ltable 4 Waw lpeCnominal width 1 000 Шω

』̈呻 0

●″

ユ■

』ｒ　　　ｍ

一蔵′　ｍ

”］　Ｎｍ “

40 45`0

|| ∞ ●6 70 75 80 ●| 00 95 100 1■0 121 m 蜘 ll● I●| Vκ 180 馴

SW120 1" 60 996 0 0 0 0 0 0 0 0 0

1∞ 80

】一い一】一̈一̈Ａ

3∞

O10 0 0 0 0 0 0

螂３Oi0 0 0 0 0 0 0 0

呻Ａ0 0 0 0 0 0 0 0

Ｂ̈170 0 0 0 0 0 0

Ａ̈枷 2∞ 0 0 0 0 0 0 0

Ｂ̈0 0 0 0 0 0

Ａ̈450 27● O 0 0 0 0 0 0

脚Ｂ0 0 0 0 0 0

卿Ａ100 360 0 0 0 0 0 0

帥Ｂ `∞

0 0 0 0 0 0

Ａ̈600 500 0 0 0 0 0 0 0

Ｂ̈190 0 0 0 0 0 0 0

Remarks : As far ae the sheet pile of this shape is concerneil, there is no distinction ofa cross section between the compression side and the tension eide'


66A 6g1g | 2004

3 Performance

3.1 Bending strength Sheet piles shall be subjected to the bending strength test

specified in clauee 6, and to the load equivalent to the crack moment specifieil in

recommended epecification 3-1 tables 1to 4. Then, sheet piles shsll uot geDerate any

crack exceeding the vridth of 0.05 mm. Moreover, a beniling rupture moment shall be at

least twice the crack moment specifieil in recommeuded specification 3-1 tables 1to 4.

A load ie computeil by the following formula.

r=Y-wst

Where, li'.. Inading load (kMMi Crack moment (value specified in

recommended specification 3'1 tables 1 to 4)

GN'm)I : Span (m) which ie specified by / =L/2, ancl

btl3.However, when / ie smaller than 10f/, it shallbe / =10H

H I Height (m) of sheet Pile!{/: Grogs sgss sf g l6s.ling beam, a round eteel as

a load and a sheet steel ae a loail. Ilowever,when a loading beam is incorporateil ilto abending strongth tester, the maes of a loadingbeam ie uot inclucled. (t)

g : St"ndard gravitatioual acceleration (9.81

m/s2)

4 Shape, dimeneioa and ilinensional tolerance The Shape, dimengion and

ilimeneional tolerance of the sheet pile shall be as specified in recommeniled

specification 3-1 figures 1 to 4, recommeniled specification 3-1 tables 1 to 4, and

recommended specification 3-1 table 5-

In adilition, the tolerance of camber ehall be as specified in recommenileil

specification 3-1 table 6.

PROTECTED BY COPWGHT

67

A 5373 : 2004

UDit : mm

Ground Plqn

Length (D

Front view

Recorn"'ended specificatiou 3-1figure 1 Shape of a flat type

Reco-',rended epecification 3-1 frgure 2Shape of a slot type (height 90 rn'r to 120 mm)

Length(D

(about 500)

Front view

PROTECTED BY COPYHGHT

68

A5373:2004

ミ）‘層ト

Recomrnended specificatiou 3-1 fi€ure 3 Shape of a elot type

(height 150 mm to 360 nm)

Groundph-

Front view

Recommendeil epecifcation 3-1 fuure 4

Front view

:|~~:]「lilA

■


69

A 5373 : 2004

Recommenilerl specification 3-1 table 6 Dimeneion and ilimeneional tolera.nce

Unit : mm

Reco"""ended specification 3- 1 table 6 Tolerance of carnber

Unit : mm

CamberZ≦ 7000 10

ん>7000 15

5 Bar arangement The bar arrangement of sheet pile ie baeed on the following.

d The covering of reinforcement ehall be 12 mm or more.

b) The covering ofPC gteel ehall be 16 mm or more.

6 Strength teet

6.1 Compreeeive ehength test The compressive strength teet of eheet pile is based

on 6.1 of the annex 3 of JIS A 6373.

6.2 Bending strength test The bending strength teet of sheet pile shall be perforned

by the loading method shown in the recommended specification 3'1 frgures 5 to 7.

Wben the load equivalent to the crack moment specified in recommendeil specification

3'l tablee 1 to 4 is app[ed, check for any cracks in the crask width measurement point

ehown in the reeonmended specification 3'l figures 6 to 7.

Remarks : A tester shall be Grade 1 or higher specified in JIS B 7721, or shallhave the allowance which is equivalent to or better than this.

Classification width Height Tbickoeeg Length

Flat 6?e ］　ｎＤ

500 50t● 220 2 000 to 14 000

ｒ　ｅ

職

ａｎｃ

_rD

-2+5-2

+30

FIat type

Dimen'sion

996 50 to 220 2 000 to 14 000

嚇¨

-Tt

-2 _, t30

Slot type

Dimen'sion

996 90 to 350 45 to 100 2 000 to 14 000

Ｔ。‐ｅｒ¨ -2 -2 -2

+30

Wavy type ・̈　呻Ｄ

996 120 to 600 60t● 120 3 000 to 21 000

ｒ一　ｅ

職興

'fI

-2-ft

-2'r t

-t-f 30


Load」F

70

A5373:2004

Stee1 6heet(150X12Xor 150X12Xl

Loacling beam

諄り:。輩:き。

"∫

:X500

U二t:mm

Steel Bheet(150X12X500or150X12X1000)

Rollnd steel(φ 50X500 orX

side(loaded dde)StF6l sheet (160 x 12x 600Or 150X 12X 1 000

Crack width measurement poi.nt

Recommended specification 3-1 frgure 5

Tbe beoding streugth test nethod (lat tf'pe)


71

A5373:2004

Round steel(φ 50X1000)

St8el sbeet(rbox lzx 1 ooo)

Steel sheet(150X12X1000

6teel

(φ 50X10001

Conpression side 0oaded side)Steel sheet(150X12X1000

Crack width measurement

Reco-"'ended specification 3-1 figpre 6

'I'he bending strength test method (slot type)

PROTECTED BY COPYHGHT

72

A5373:2004

Round et∞ 1(φ 60X1000

φ50X1000

Loacleil siale

St€el sheet (150x 12x 1 000)

Recommended specificatiotr 3-1 figure ? Bending etr€ugth teet (wavy type)

? Quafiry of concrete The compressive etrength of concrete ie based on 7.2 of the


I Inspectioua

g.1 Iospection items The inspection items of sheet pile are baeed on the following.

a) Final inepection

1) Appearance

2) Performaace



1) Appearance

Supported side

Steel sheet(150X12X10001


73

A 5373 : 2004


Remarkg : The delivery inspection ehall be oubject to the agreement between the

parties concerned with delivery, and it may be omitted based on the

reeult of frnal inspection.

8.2 luspectiou trot The size of inspection lot of sheet pile ehall be decid.ed by a

manufacturer who consialere the characteristics of products, manufacture methods,

nanufacture quantity, manufacture period., ordered qualtity, etc. The frnal inspection

ehall be decided by a manufacturer. The delivery inspection shall be subject to the

agreement between the parties concernetl with delivery, and shall be decided by apurchaser. However, oue lot may be 1 000 eheete or its fractiou.

8.3 Inapection method The inepection method of sheet pile ie bageal on the following.

a) Final inspection

1) Appearance For inspection of appearance, take samples from one lot at randonand inspect them. If they conforn to the provision of 6.1 of JIS A 5373 they ehall

be accepted. If even one sample fails, perform a LOO o/o inspection of the lot. If itconforms to the provisiou, it ehall be accepted.

D Performance For inspection of perfonnance, take two eheetg at random from one

lot and inepect tbem according to 6.2. If both sheets conform to the provision of3-1, the lot shall be accepted. If both fail, the lot ehall be rejectecl. Ifone ofthe twofails, take four frrrther sheete. If all the four eheete conforn to the provision, thelot shall be accepted,

"xsluding the first nonconforming product. If even one of the

four iails, the lot shall be rejected.

3) Shape and dinengion For inepection of shape snd diyngagien, tale two sheets atrandom from one lot. If both sheets conform to the provieion of dause 4, the lotshall be accepteil. If even one of the two faile in this inepection, the lot ehall be

subjected to a 100 % inspection. If it conforms to the provision, it ehall be accepted-

b) Delivety i""pection

D Appearance Inspection of appearance shall be performed like a).

When adopting a sampling inspection, tale two sheets at random. If theyconform to the provision of 5.1 of JIS A 6373, the lot shall be accepted. If even one

of the two fails in this iuepection, the lot shall be eubjected to a 100 % inspection-Ifit conforms to the provision, it ehall be accepted.

Z) Shape and dineneioa Iuspecbion of shape and dimeneion shall be performed liked.

I Marking The marLing of eheet pile is based on JIS A 6361 audJISA5373.

In addition, the following mattere ehall be marked.

a) L€ngth or its abbreviation

b) When there ia dietinction of the compression side and the tension side, the symbolor ite abbreviation indicating the compression eide or tension side.


74

A5373:2004

Annex 4 (normative)

Closed conduits

1 Scope This annex specifies Group I and Group II of closed conduits which are

maidy used for a channel, a passage, etc. among the precast prestreseed concrete

proilucts specifieal in JIS A 5373.

2 Classification The claaeifrcation of cloeed conduits ehall be as specified in anaex 4

table 1.

In addition, Group I shall be as speci.fred in annex 4 table 2.

Annex 4 table 1 Clasgification of closed conduits

MttOrと宙SiOn Minor divieion

Closed∞di撻

Prestressed concrete tubhgPrestressed concrete box cu-lvert

Others

Remarks 1 Pregtreseed concret€ tubing ie available in two kinils. One is an

internal tubing where both internal and external pressures are

applied. The other is an external tubing where only the exterualplessure is applied.

2 The prestresseil concrete box culvert is generally used when only

the external preeeure ie applied.

Aoaex 4 table 2 Classificatioa of closed-conduits Group IClassification by ehape

aad typeClassification byearth coveriag

Classification byapplication

Classificationby strength

Det』

Pre8tre88ed COncretetubhg

Internal'pres'Bure tubilg,external'p ree'sure tubine

lligh pressureclase I to class5

Seerecommendedspecification4-r.

Prestreeged concretebox culvert

0.5 m to15 m

Externalpressure

Seerecommendedspecification4-2.

1.51 m to3.Om

3 01 m to6.Om


3 Pedornanceaunex 4 table 3.

75

A5373:2004

‐ e performance of closed conduits shan conform to the provision of

Aanex 4 tabtre 3 Performance of dosed conduite

Performance item PerformanceThe perfornance

chesk method

Serviceperformance

It ihall be eafe to the regular load (r)assuned at the time of use, a.nd crack widthehall be withio the allowance.

See a tlesign rlocumentor clause 6 of thealrxex 4

:認■∝(っ

It shall not break for the loail aseuned at thetime of end stage.

See a deeign documentor clause 6 of thean-nex 4

Durability (3) Durability shall be secured againstdeterioration aeeumed.

See a design documentor a recoril.

Workab■

"

Workability for transport, iaetallation,aesemblv. etc. shall be eecured.

See a desiglr documentor a record.

Notes(う When tl re etrensth for internal water preseure is required, the internaletrengthwater preesure eball be checked, too.

(2) Confirmation of the end stage performance shall be made when so

requested by purchasere.

(3) Duability may be confirmed by the actual results of gusfu girnilarprorlucte as are equivalent in terms of water-cement ratio and 6teelcovering.

Remarkg: Ttre performance itens of Group II shall be subject to the agteemeutbetween the partiee concertred with delivery.

4 Shape, ilinensioD, snd dirnsnaisnnl tolerance The shape, dimeusion, andrlirnensional tolerance of cloeed conduits shall be based ou the following'

As to Group I, if the design concept is not ali.ffereut, and if the performance (quality)

and performance (qudity) check method are the eame, the refetence climension may be

changeil within 10 % in response to purcbaser s clemand, provided that the necessary

performance is satisfi eal.


76

A5373:2004

4.l Shape The shape ofclosed conduits is shown in annex 4 inforlnatlve五岬 1.

al Prestressed∞ ncrete tubing

Anner 4 informative 6gure 1 Examptre of shape of prestreseed concrete tubing

“３０日●】「

【冒●３●Ｈ


77

A5373:2004

b) Preetressed co[crete box culvert

Thickness

Annex 4 irSonative figure 2 n-arnFle of shape of preehessed concrete box culvert

4.2 Dimension and dimensional tolerance The d.imeneion std d'iYnsnalsaal toleranceof the products classifred into Group I ghall be as specified in annex 4 tablee 4 and 5.

The dimension gnfl dimsasieaal tolerance of the proilucts classifiecl into Group II shallbe subject to the agteement between the partiee concerned with ilelivery.

a) Pregtressed concrete tubiag lls dimsasiqs and dirngaslstral tolerance ofprestreesed concrete tubing shall be as epecified iu atrrcx 4 table 4.

Anner 4 table 4 Dimensiou aDil ilirnensional totrerance

of presheased concrete tubing

８８Д侶ざ

●ｏＯ●“０「【い

Remarks 1,

The thickness shall be speci.fied at the core.Products may have dramfer, reinforrced tubing end orother processi:rg which does not aftct the shape ancldqrnage the strength of tubing. The inside anil outsidecircumference of cross section of tubbg shall be practicallyconcentric. The tubing end shall be practicallyperpendicular to the tubing axie.For detailg of tolerance, refer to the recommendedapecification.

Unit : mn

Classi.frcation Internaldia:neter

Length Thicknees

PrestreEgedconcf,etetubiag

Dinension 500 to3000

０ｔ

０

００

０。

０

５

２

40 to 250

Tolerance +3 to± 12+10-5

+4 to+12-2 to-6


78

A5373:2004

b) Preehesg€d coDcf,ete box culvert The dimeneion and dimeneional tolerauce ofprestressed coDcrete box culvert shall be aB specfieal in annex 4 table 5.

Annex 4 table 6 Dimeueion and ilimensional tolerance

of preetressed coocrete box culvert

which does not affect the ehape an<l ila"'age the strength of tubing.2 For details of tolerance, refer to the recoomended epeci.fication.

5 Bar arangement (position of PC eteel and reinforcement) The bar arraugement isbaeed on JIfl A 6364 and a design document. Moreover, a manufacturer shall decide,for each product, the bar arrangement of preetressed concrete tubing and prestressed

concret€ box culvert so that it satisfres clause 3.

6 Test lnethod

6.1 Compreaaive strength test The compressive stretrgth test ie baseal on JISI A 1132and JIS A 1108.

6.2 Beuding shength teat and iuternal preeeure strength teet The bending etrengthtest and interDal pressure stredgth teet are based on JISI A 5363.

Remarks : A teeter ehall be Grade 1 or higher specified in JIS B 7721, ot ebalThave the allowance which is equivalent to or better than this. Atrinternal pressure teet shall use the pressure gauge of Grade 1.6 orbetter specified in JIS B 7606.


7.1 Material and maaufacture method The material for concrete and manufacruremethod are based on JIS A 5364.

7.2 Compressive streugth The comFressive strength of concrete ehall be verified bythe compressive strength of sample which was processerl by the same cure as theproduct, or the compressive strength which was controlled properly. When thepredetermined cure is frnished, the etrength shall aatiefu the va-luee specified in annex4 table 6.

In ail&tion, products of Group II ehall be subject to the agreenent between theparties conceraed with ilelivery.

Unit : mm

Claseification Iuternal width xinternal heieht Length

…

88

Prestreesed coucf,ete boxculvert

Dimeneion 600× 600 to5000× 2500

1000to 2 000

125t● 530

Tolerance ± 4 to=ヒ 10+10-5

+4 to+8-Zto-4

Remarks I Products may have chamfer, reinforced tubing end or other processing


79

A5373:2004

Annex 4 table 6 0ompressive strength ofconcrete

Uit:N/mm2

ati6n Compreseive streugthAt the timeof prestressintrotluction

At the timeof qualityaSsurance

Concrete 30 or more 50 or morePreetreeseil soncf, ete tubiag

Mortar(1)

35 or morePrestreseed conclete box

culvert Concrete 30 or more(6)

40 or more

Notee ({) Covercoat mortar for PC steel protection.

(o) The tine of quality aosurance in prestressed concrete box

culvert ehowe the design reference strength of coucrete.

Remarks : The compreesive strength of concrete may refer to JIS A5364 annex Gnformative).

8 Inspectione Inspections are baged on JIS A 5365 and the following.

8.1 the finrl inspection The final inspection of cloeeil conduits shall be performed

about appearance, performance, shape, and dirnension.

a) Appearance About appearance, it shall be a 100 % inspection or a samplinginspection in consideration of the characterietics of a product, a manufacturemetbod, manufacture quantity, etc.

b) Perfomance, shape, anil rlirnensiou About performance, shape, and dirneneion, itghall be a eampling inepection.

When the performance is inepected by a e"mple ae alternative characteristic,correlatiou shall be eetsblished between the sample aud the product.

c) Size of inspection Iot The eize of inspection lot ehall be specified by a

manufacturer by considering the characteristics of a product, a manufactureDethod, nanufacture quantity, manufacture period, ordered quantity, etc.

Within one inspection lot, the characteristice of producte, the materials use4concrete mixing ratio, and the manufacture method shall be the same.

8.2 Delivery inspection The delivery inspection of cloeed conduits ehall be made

about appearance, shape, and ilimension. The eize of inspection lot and the samplingmethoil shall be subject to the agreement between the partiee concerned with delivery,and shall be speeified by a purchaser. However, the delivery inspection ehall be subjectto the agreement betweeu the parties concerned with delivery, and it may be omittedbaeed on the result of final inspectiou.


４００２３７３

８０

Ａ５

9 Marking The marking on cloeed conduits shall inficate the following mattere

according to JIS A 536f.

a) Clagsification or its abbreviation

b) Manufacturer'e name or ite abbreviatiou

c) Date of manufacture or its abbreviation

10 Others Group I of cloeed conduits is ehown i! annex 4 table 7.

Annex 4 table 7 Recommendeil specification

Structure-specific product grouPetanalard

Recommendetl epecifi cation

JIS A 5373annex 4 (nornative)

Cloeed conduite:::lltlillltt PreStressedcolllcretetubbg

Becommended Preetressedconcreteboxspecification 4'2 culvert


81

A5373:2004

Recommended specification 4- 1

Prestressed concrete tubing

1 scope Thig recommentled epecification specifies the prestresseil concrete tubing of

closed conduitg Group I (hereafter referrecl to as "PC tubing:') among the anuex 4 ofJISA 5373.

Remarke 1 The cloeed cond.uit which wae baged on the detaile of thisreconmended specification 4'1 anil which was manulactured by

proper quality coutrol ehall be deemed to conform to slauee 3 of the

anuex 4 of JIS A 5373.2 If the reference dimension has been chauged within the range shown

in clause 4 of the annex 4 of JIS A 6373' a manufacturer must preseDt

the following data to a purchaser, when so requested. The data muet

etate conformity of the PC tubing to clause 3 of the annex 4 of JIS A63?3 whish has been demonstrated by the design document or

performance test.3 The PC tubing specif'eil by this recommended specification is

manufactured by introilucing the prestress into the core which was

formed by a centrifugal force or rolling pressure. Covercoat mortarcoatiag is applied to protect the PC steel arranged in the core

perimeter.

2 classification The PC tubings are claesified into internal-pressure tubing and

external-pressure tubing, and further claesified by shape aud nominal diameter range

as shown in recommended apecification 4'l table 1.


82

A5373:2004

RecoEDIrlended specincation 4‐ l table l ClaBsilEcation of PC tubing

Clarsification by type Claseifuation by ehape and nomiaaldiamet€! ralge

Information

η"eS

恥 eC 嚇 e NC

IntBrnal'pressuretubing

Class l500

t● 1650

This ie designedto the iuternal

pressure anil theexterqalpresaure.

Class 2 500t02000

Cl`●s3

Ch88 4

Class 6

External・

pressure

tubig

Highpressure

Class l

900t01350

1500to 2 200

Tbrs is designeilto the external

Pre88ute.

HighpressureClaS8 2

900to 2 200

2400to 2 600

HiehpreSsureClass 3

900to 2 600

2800to 3 000

Class l500

to 1 650

900to 3 000

Clase 2 500to 2 000

Class 3

Class 4

Class 5


83

A5373:2004

3 Performance

3.1 Beniting shencth A PC tubing shall be subjected to the bendi-ng strength test

specfied in Jlause o. whuo a tubing receivee the crack load specified in recommended

s'pecifrcatiou 4-1 table 2, it ehall not produce any crack. A tubing sfiall. ae1 be destroyed

when the bsaking le6il indicated in recommended specification 4'1 table 2 is applieil-

Recommended epecification 4-1 table 2 Bending sheuet'h of PC tubing

Uit:kN/m

口ｏ３●口¨】●。●

弓ｏ口「口⊇Ｚ

Classificationお6●ure tub mg anil exter4q!p1qggg19_.!gbig

Craclingjeed reakins load

Ｈ●●●【Ｏ

ｏ■●ｏｏｏ「熱

轟¨〓熙

Ｎ∞●“【Ｏ

ｏコ６●ｏ●Ｌ■響国

¨８羹ｏ８ョ８２ｎ４眉目

Ｈ●●“【０

Ｎ

●●“出０

∞●●”】０

゛

●９Д０

い

ｏ●“】Ｏ

【●０●［Ｏ

ｏ「●●ｏ●負。〓¨目̈

Ｎ

●ｏ●】０

０』●Ｏｏｏ“ヽ“¨〓躙

∞８澤ｏ９●８８●■＝〓

Ｈ

●０●【０

Ｎ

口９調０

∞

●０●】０

゛

●０●】Ｏ

い

ｏ●“【０

500 112 97 80 64 56 224 194 160 128 112

600 110 95 78 61 52 220 190 156 122 104

700 113 96 79 61 62 226 192 158 122 104

800 120 102 84 64 55 240 204 168 128 110

900 240 200 170 130 110 88 67 56 480 400 340 260 220 176 134 112

1000 138 117 94 73 61 276 234 188 146 122

1100 144 ●‘ 100 76 61 288 242 200 162 122

1200 度υ 128 105 81 69 302 256 210 162

1350 157 133 108 82 69 314 266 216 164 138

1500 300 240 200 169 143 118 90 75 600 480 400 338 286 236 180 150

1650 180 155 127 97 80 360 310 254 194 160

1800 190 161 129 98 82 380 322 258 196 164

2000 250 230 200 165 137 103 85 500 460 400 330 274 206 170

2200 210 177 143 108 89 420 354 286 216 178

2400 300 250 220 185 149 112 93 600 600 440 370 298 224 186

2600 230 198 155 118 97 460 386 310 236 194

2800 300 240 201 161 123 101 600 480 402 322 246 202

3000 250 209 167 128 105 500 418 334 256 210

3.2 Internal-preBaure etrength When the internal.pressure tubing is subjected to the

internal-pressure strength test specified in clause 6, and subjected to the test internalpressure epecfied in recommeniled specification 4'l table 3 it shall not generate any

leakage of water. Moreover, when it is subjected to the crack internal pressure ghown inrecomnended specification 4'1 table 3 it shall not generate any crack.


84

A5373:2004

Reconnended epecfication 4-1 table 3 Test iotertral pressure and

crack internal preeeue of PC tubiag

Uit:MPa

ClaseificationTest

internalDreSsure

CraskinternalDteaaure

RaDge ofnoEi!.al

desicnationItrterna]-pressuretubing

Class I 18 2.0 500 to 1 650

Claes 2 1.4 1.6 500 to 2 000

Clase 3 1.0 1.2

Class 4 0.6 0.8

Class 5 0.4 0.6

4 ShrFe, dimeneion s.nd .lirngnaisaal tolerance The ehape(l), dimension and

dimensional tolerance of the Pc tubing ehall be as specified in recommended

specifrcatiou 4-t fi.gure 1 and table 4'

Note 0) : The sbape ofPC tubing may be processed, as necessar5r, to the extentthat it doee not affect the ehape and damage the strength' The insideand outeide circumference of cross section shall be practicallyconcentric. The tubing euil shall be practicdly perpendicular to thetubing axis. The inner surface of tubing shall be smootb agqingtr 16'flowing water.

Cover coat


No‐ in.1

d031pa・

●on

Intemal

alaneter

″

Thickneaeof co!€

EJ"rllal

dlame"r of

饉 alon port

,.

In"malat.,ぃeちer of

recenang port

Jフ`

Depth Of

recelv・

hg widow

ι .

Tbicklessof cover

coat

t"

0E詭醸 ve

lellgth

ι

Msss0obraa'

tive)&g/n)

H 1 Π I Π I III II

500 500 6011 42 40 672 676 692 695 25 or

more4000 320 320

600 612 44 44 684 687 140 410 390

700 724 700 46 46 800 781 824 805 480 460

800 828 800 52 50 916 894 940 918 660

900 900 59 1034 1004 1058 1028

1000 1034 1000 66 1144 1112 1172 1140 165 870

1100 1134 1100 65 1258 1222 1286 1250 970 930

1200 1234 1200 78 70 1372 1332 1400 1360 1210 1110

1360 1382 1350 87 1538 1492 1666 1520 1460 1320

1600 1532 1500 96 85 1702 1680 1734 1712 1770 1680

1650 1680 1650 106 95 1868 1830 1900 1862 2080 1930

1800 1824 1800 116 100 2032 1988 2064 2020 2480 2240

201111 2040 2000 126 110 2268 2210 2300 2242 2940 2730

85

A5373:2004

Note (2) : The effective length Zmay be 2 000, 3 000 or 5 000.

Remarke : The symbol I refers to the tubing Danufactureil by centrifugal force, and the

symbol II, the tube Banufactured by rolling presEure'

Reco--euiled specification 4-l frgure IShape anil ilimeusion of PC tubing, type S

PROTECTED BY COmGHT

86

A5373:2004

Cover coat

NoEinsldesigaa'

troD

IDternaldiaoe'

t€t

ThicL'negs of

oote

Ex"□un

…

饉

Of

lllge―pOrt

島

IDt€rmldiaEeter

o!rec€i9ttrg

POria

I.eoSt-h

of inser-tronport

Depth ofteceivi!gwindow

L

Thick'uess ofcov€tcoat

Emtvelength

ι

In3melen"h

ム

Mass

Gttxma‐

ttveD

(kυ nlD

900 900 960 976 47 26 or

more2360 2352

1000 1000 32 1064 1080

1100 1100 88 1168 1184 1050

1200 1200 1274 1290 1220

1350 1350 1432 1448 1450

1500 1500 112 1588 1604 1720

1660 1650 120 1744 1760 2000

1800 1800 1898 1914 2280

2000 2000 146 2116 2132 2830

2200 2200 160 2326 2342 3390

2400 2400 176 2636 2656 4000

2600 2600 190 2746 2766 4650

2800 2800 295G 2976 5350

3000 3000 220 3166 3186 6090

Details of,oint

Reconmended epecificatiou 4-1figure 1 Shape and dirnension of PC tubing(continued), type C


87

A5373:2004

Covercoat

:mm

Nomiralderis'natior

IDt€r'uaf

diaa'etar

D

Thick'ness of

erre

お

Exter'nal

diam'eter ofi]rse!-tionportA

Ltemal月1● Tn‐

eter of

recet―gport

ユ

L●llgth

Of

ulser‐

tlon

port

ム

Depthofre・

celmg

…dow

ム

ThicL'oese [email protected]

n

Erec‐

dvelendh

ι

Insldelength

L

MassGコ』 0口 m・

aiⅥめ

(kEl轟

1500 1500 140 1698 1632 115 120 25 or

oαore

2300 2295 2110

1650 1650 150 1758 1792 2450

1800 1800 160 1916 1950 2820

2000 2000 175 2130 2164 3380

2200 2200 190 2344 2378 3990

2400 2400 205 2550 2594 130 135 4640

2600 2600 220 2764 2808 5330

2800 2800 235 2978 3022 6120

3000 3000 250 3192 3236 6900

DetailB ofjoint

Recommended specifrcation 4-l figure 1

Shape and di"'eueion ofPC tubing (concluded), type NC


88

A5373:2004

Reco"""ended specification 4-1 table 4 Dirneneionnl totrerance

Unit : mm

Range ofnominal

deeignatioo

Iuter-naI

diam-eter

,

(3)

Thick'ness of

cote

ム

Exter'nal

iliame-tBr ofinser'tiorlpolE

h

Int€!'nal

rliame'ter ofreceiv'

ingport

n

Depth ofi.neertion

Ettect"りlength

Innerlength

port andreceiv'illg port

L,L

T,pe S,T,peC,いo NC

助 eC,MeNC

Z ム

500 ± 3 +4-2

+2-1

+1-2

± 5 +10-5

600t● 900 ± 4

1 000 to 1 350 ± 6+6-3

± 2

± 2

1 500 to 2 000 ± 8+8-4

2200t● 2400 ± 10+10-5

± 3

2 600 to 3 000 ± 12+12-6

+3-2 ± 4

Note (s) : Measure the thickness 6 of a core before prestressiog in the directiou ofa peripherY of a core.

5 Bar arrang€ment A manufacturer thall speci&, for each product, the bar

arrangemetrt which satisfree the performance epecified in clause 3.

6 Strength test

g.l lgading atreagth teet For a bending strength tegt, install PC tubing ae shown

in recommeniled specification 4'1 freure 2, and apply a load in the center of a span. Set

the test load to the cracking load epecified in recommended specification 4'1 table 2

and check for auy crack. Moreover, check for a brerking strength to investigate

whether it satisfres the test load equivalent to the breaking load specified inreconneDded specification 4-1 table 2

when performing a bending strength test, insert a rubber plate to the pressurization

eurface and supporting surface of PC tubing, and distribute a load uniforurly.


Test load J(|) Test loadス |)

89

A5873:2004

ηpeS ηpe C,■pe NC

Reco--ended specification 4-1 figure 2

the bending etrength teat netboil of PC tubing

Note(4) : The value of teet load f is the proiiuct obtpined bv multiplying thecracking loail specified in recommended specificatiou 4'1 table 2 by theeffective leneth Z.

Remarks : A teeter shall be Grade 1 or higher specified in JIS B 7721, or ehall

have the allowance which ia equivalent to or better than this.

6.2 Iuternal presaure strength test For the internal presEure strength test, install a

PC tubing as shown in recommended epecification 4-1 frgure 3, and apply the test

internal pressure specified in recommended specification 4-1 table 3. Maintain thatpressure for 3 minutes anil check for leakage of water. However, spots or water clrops

oozed on the surface of the tubing shall not be deemed as leakage of water. When the

crack internal pressure reachee the value ehown in recomnended specification 4'1 table

3, check for any crack.

Remarks : The iuternal presswe teet shall be performeil using the presgure

gauge of grade 1.6 or better speci.fred in JIS B 7505.

鰈

Reconmended specification 4-1 figu,re 3

lte i.nternal-pressure strength test methocl of PC tubing


9046373 i 2004

7 Quality of concrete The compreesive strength of concrete is baeed on 7.2 of the


Remarks : To veri& quality of cover coat mortar, an alternative characteristic(e.g. density) may be ueed, provided that it is sufrciently correlated

with etsength.

8 Inspections

8.1 Inspection ite"'" The inspection items of PC tubing arc based on the following.

a) Fiaal inspection

1) Appearance

2) Perfornance


b) Delivery inspectiou

1) Appearance


Remarks : The deliverlf inspection shall be subject to the agreemeut between

the parties concerned witb delivery, and it may be omitted based on

the result of final inspection.

8.2 Inspection lot The size of inspection lot of PC tubing shall be decided by amanufacturer who considers the characteristice of producte, manufacture methode,

manufactute quantity, manufacture period, ordered quantitg etc. The frnal inspection

ehall be decided by a manufucturer. The delivery iuspection shall be subject to the

agreement between the partiee concerneil with delivery, and ehall be deciileil by apurchaser. However, one lot may be 50 tubings or its fraction.

8.3 Inspection methoil The inspection methoil of PC tubing ie baseil on the

following.

d Final inspectioa1) Appearaace The appearance shaU be subjected to vieual 100 % inspection. Ifthe

products conform to tbe provision of 6.1of JIfiA6373, they shall be accepteal.

2) Performance The performance shall be inspected as follows. Take one tubing atrandom from one lot. In case of the external-pressure tubing, inepect it by 6.1. Iuthe case of the internal-pressure tubing, inspect it by 6.1 and 6.2. If it conforms to

the provision of 3.1 or 3.2, the lot shall be accepted. If it fails' inspect all of the

rest ofthe lot. If it conforms to the provision, it ghall be accepteil.

3) Shape and dimension For inspection of shape and dimensiorl take one tubing at

random from one lot. If it conbrms to the provision of dause 4 the lot shall be aepted- Ifit fa;lq insp€ct all of the reet ofthe lot. Ifit conforms to the provision, it shall be accepted-


91

A 5373 :2004

b) Delivery iaspection

1) Appearance Inspection of appearance shall be made like a).

2) Shape and dirneqeion Inepection of shape and di'nensiou ehall be made like d.

9 Marking The marking of PC tubing is baeed on JIS A 5361 andJISA6373.


92

A5373:2004

Recommended specific ation 4-2

Prestressed concrete box culvert

1 Smpe This recommend.ed epecification specifies the prestressed concrete box

culvert of Group I of the cloeed couduite (hereafter referred to ae "PC box culvert'')amoug the annex 4 of JIS| A 5373.

Remarke 1 The PC box culvert which was based oo the detailn of thisrecommended specification 4-2 ar.d which was manufactured byproper quality control ehall be deemed to conform to clause 3 of theannex 4 of JIS A 5373,

2 If the reference dimengion has been changed within fhe lgags ehowo inclause 4 of the aluex 4 of JIS A 5373, a mauufacturer must preeent thefollowing data to a purchaser, when eo requested. The data must stateconformity of the box culvert to clause 3 of the annex 4 of JIS A 6373

which has been demonstrated by the design docurnent or performance

tesl.

2 Classification The PC box culvert is classified by the nominal rlirnension and

applicable earth covering as shown in recommended specification 4'2 table 1.

Recommended specification 4-2 table 1 Classification of PC box culvertClaeefication Claseification by

no'"inaldioension

mt!

Claeeification byapplicable earth

coveri.ngm(r,

T,pe 150T,pe 300い o600

600× 600to

5000× 2500

0.50 to l.501 51 to 3.00

3.01 to 6.00

Note (t) : Although the range of applicable earth covering

is indicated above, it is possible to correspond to

the minimum earth covering (0.2 d.


93

A5373:2004

3 Petformance

3.1 Ben<ting shength The PC box culvert shall be subjected to the bend'ing strengthteet specified in clause 6, and to the bending strength load epecified iu recommended

specification 4-2 table 2. Then, it ehall not generate the crack exceecling width of 0.05

mm. Moreover, when the check of the performance against breaking ie carried outbased on the agreement between the parties conserned with delivery, it shall be baaed

on the provision of clauee 3 of the annex 4.

Recomnended specification 4-2 66 s ! $s1;ling streugth load of PC box culvertNominal ali!.ensiou

Bxlt(mm)Bending strength load αN′m)

嚇 e150 助 e300 T,pe 600

600×600 305 21.4 34.7

700X700 34.1 23.9 38.9

800× 800 378 26.5 43.1

900× 600 41.6 32.7 55.8

900× 900 41.5 29.0 45.7

1000X800 455 34.3 58.5

1000X1000 45.2 31.5 52.6

1000X1500 41.3 195 2861 100Xl 100 48.6 34.0 56.8

1 200× 800 51.9 41.4 7111 200X1 000 39.5 66.9

1 200X1 200 Ｅ● 36.4 60.9

1200X1500 41 29.8 4831 300X1 300 54.1 38.9 6501 400X1 400 572 42.1 69.1

1 500X1 000 604 51.0 8591 500X1 200 60.3 491 82.0

1 500X1 500 59.2 44.5 7321 800X1 200 663 59.7 1031 800X1 500 65.8 566 96.1

1800X1800 64.2 516 86.7

2 000X1 500 694 64.02 000X1 800 68.2 59.9 1032 000× 2 000 66.9 56.2 95.7

2 200X1 800 72.3 68.8 1182 200× 2 200 69.6 61.9 1062 300X1 500 74.7 75.5

００

300X1 800 73.8 725 125300× 2 000 72.8 69.7 120

2 300× 2 300 70.5 64.1 1102 400× 2 000 74.4 73.6 128

400× 2400 71.4 66.4 1152 500X1 500 77.3 820 145500X1 800 767 79.7 140500× 2 000 75.8 77.4 135

2 500×2 500 725 69.3 1182 800X1 500 81.2 92.4 162


94

A5373:2004

Renarks 1 A tester shall be Grade I or higher specified in JIS B7721, ot shall have the allowance which is equivalentto or better than this.

2 The above-mentioned valuee aesume the vehicle loadof total weight of 245 kN as the design live load. Thiebeniting strength load of PC box culvert is designed

under the followi-ug applicable earth covering: for type150, 0.50 to 1.60 mi for type 300, 1.51 to 3.00 m; andfor type 600, 3.0f to 6.00 m.

Recommended specincation 4‐ 2 table 2 Ccondudeめ

Nogiasl diYng1si6tlBxE(am)

Ben出g strength load CkN/mp

助 e150 T,pe 300 助 e600

2800× 2000 80.3 891 155

2800X2500 77.3 82.0 142

2800× 2800 74.4 75.9 132

3000X1500 86.9 105 131

3000× 2000 84.8 99.4 172

3000X2500 80.6 90.3 157

3000X3000 76.3 82.1 137

3500× 2000 96.7 120 205

3500× 2500 92.5 114 194

4000× 2000 109 138 232

4000× 2500 107 133 227

4500× 2000 123 159 268

4500× 2500 120 155 263

5000× 2000 130 174 302

5000× 2500 129 171 296


95:2004A5373

4 Shape, dimeneiotr antl ilinensioqsl tolerence The sbape, dimension, and dimeneional

tolerance of PC box culvert shall be as epeciffeil ia recomnended specification 4-2 figure 1,

table 3 anil table 4.

L

Remarks I The shape of a proiluct hae a standard type and an inverted type. Theshape of joint has a butting type, a frtting type, and a receiving port,insertion port type.

Products may have chaofer, packing window, sling hole or otherprocessing which doeg not affect the shape and damage the strengthof box culvert.

Products can be installed in several ways. Procluct may be simply laiddown, joined with PC steel, or joined with bolts. R€commendedspecification 4'2 figure 1 showg the joint using PC steel.

Recommended specification 4-2 figure 1 Figue of ehape of PC box-culvert

一　〓

一　〓

一　〓

一　〓

一　一

一　一

一　一

一　〓

一　一

一　一

一　一

一　〓

一　一

二一　〓

一　一

L


96

A5373:2004

Reco"t"'ended epecification 4-2 table 3 Dimension table of PC box culvert

Unit : mm

恥 e150,type 300 Tlpe 600

乃 σ 五 ■ % 乃 θ Z600X600700× 700300X800900X 600900X 000

２

２

２

２

２

５

５

５

５

６

２

２

２

２

２

２

２

２

２

２

20002000200020002000

昴・２５・２５・５。・６。

２５

２６

２５

ω

５０

２

２

２

２

２

００

００

０。

５０

５。

20002000200020002000

1000X 8001000X10001000X15001 100 X l 100

1200X 800

２

２

２

２

２

２

２

２

２

２

２

２

２

２

２

20002000200020002000

５０

６。

５０

“

Ю

０

０

０

０

０

０

０

０

０

０

150

150

150

160

150

2000200020∞20002000

1200X10001200X12001200X15001300X13001400X1400

125

126

125

125

150

125

125

125125

150

２

２

２

２

５

０

０

０

０

０

20002000200020002000

６０

５０

５。

“

５０

０

０

０

０

０

０

０

０

０

０

150

160

150

150160

20002000200020002000

1500X10001500X12001500X16001800X12001800X1600

150

150

150

150

150

０

０

０

０

０

０

０

０

０

０

０

０

０

０

０

20002000200020002000

５

５

５

８

８

150

150

150

180

180

０

０

０

０

０

６

６

５

８

８

150

150

150

150

150

20002000200020002000

1800X18002000X15002000X18002000X20002200X1800

150

150

150

150

180

０

０

０

０

０

０

０

０

０

０

Ю

５。

５０

５０

５０

200020002000200020011

８

０

０

０

３

180

200

200200

230

180

200

200

200

230

160

150

150

150

150

20002000200020002000

2200X22002300X15002300X18002300X20002300X2300

180

180

180

180

180

０

０

０

０

０

８

８

８

８

８

150

150

150

160

160

20002000200020002000

２

２

２

２

２

230

230

230

230

230

230

230

230

230

230

160

150

150

150

150

20002000200020002000

2400X20002400X24002500X16002500X18002600X2000

８０

８。

８０

８。

８。

180

180

180

180

180

180

180

180

180

180

20002000200020002000

250

250

260

260

260

250

260

260

260

260

250

250

250

250250

ｍ

５。

６０

“

“

20002000200020002000

2500X25002800X15002800X20002800X26002800X2800

20tl

200

200

200

200

200

200200

200200

200200

200200200

０

０

０

０

０

１

２

２

２

２

20002000200020002000

２６

２８

２８

２８

２８

260

280

280

280

280

260

280

280

280

280

０

０

０

０

０

５

０

０

０

０

20002000200020002000

3000X15003000X20003000× 2600

250

250250

250

250250

２

２

２

200

200

200

200020002000

350

350

350

360350

350

300

300

300

200200

200

200020001500

PROTECTED BY COPYRIGHr

97

a 6373 : 2004

Reco"'meniled specification 4-2 table 3 (conclucteil)

Unit : mm

$pe 160, type 300 Type 600

鋤 ■ σ Z ■ 多 σ Z3000X30003500X2000

260

300

250

300

260

250

20002000

350

860

300

300

200

300

16001500

3500X25004000× 20004000X26004500× 20004500× 2500

０

０

０

０

０

０

０

０

８

８

300

300

300

380

380

260

250

250

300

300

３０

３０

３。

３０

３０

20001500150010001000

380

400

400

460

450

380

400

400

460450

０

０

０

０

０

３。

４０

４０

４０

“

300

800

300

300

300

15001000100010001000

5000× 20003000X2500

380

380

380

380

330

330

10001000

600600

530

530

400

400300

300

10001000

Remark8: The etteci“ length(D may be1 5001nm or 1 000 mm.

Reconmeuded specification 4'2 tabte 4 Dimeusiooal tolerance of PC box culvert

Unit : mm

Nornilal tli:nension Dinensional to ern・lce

Innerwidthand

ilnerheieht

趾 k‐

ne●●

Ettec饉ゃolength

600)く 600 to 900× 900 ± 4+4-2

+10-5

1000× 800 to 2 500×2500 ± 6

+6-3

2800× 2 000to 3 000×3000

± 7+6-4

3500X2000 to 5 000X2500 ±10

+8-4


98A 6373 : 2004

5 Bar arralgBretrt A manufacturer ehall epecify the bar arrangement whichsatisfies the provision specfied in clauee 3.

The covering of steel shall be equal to or more than the diameter of steel anal 20 mmor more. The gap of steel shall be 5/4 times or more the maximum dimgnsipq 6f scoarse aggEegate.

6 Shength test

6.1 Compreseive streugth test The compressive strength teet of concrete is baeed on

JIS A 1132 and JIS A 1108.

6.2 Bending strength teat For the bending strength test, install a PC box culvert as

ehown in recommendled specification 4'2 frgure 2. When it is subjected to the loadopecified in recomnended specifrcation 4-2 table 2, check for any crack exceeding thewidth of 0.05 mm.

When perfor-ing a bending streugth test, insert a rubber plate to the preesurization

surface and supporting surface ofPC box culvert, and clistribute a load uniformly.

Load F

Rubberっ late l Settn steel

Top plate

S記e wa■

Bottom plate

2,ィン222222,こうるころうるうころイ

B+L

Becommended epecification 4-2 figuue 2

the bending atrength teet method of PC box culvert

Load F


99A 53?3 : 2004

? Qusfity of concrete The compressive strength of concrete is baeeal on 7.2 of the

annex 4 of JISI A 6373.

8 Inspectioae

8.1 Inspection itema The inepection iteme of PC box culvert are baeed on thefollowing.

d Final inepection

1) Appearance

2) Performance



1) Appearance


Remarks : The delivery inspectiou ehall be subject to the agreemeut between theparties concerned with clelivery, ancl it may be onitted based on thereeult of fiDal iDepection.

8.2 Inspection lot The .lrs qf inapection lot of PC box culvert shall be decided by amanufacturer who coneidere the characterietics of producte, manufacture nethods,manufacture quantity, oanufacture perio{ ordered quantity, etc. The final inspectiooshall be ilecideil by a manufacturer. The delivery inspection shall be subject to theagreement between the partiee concerned with delivery, and shall be decided by apurchaser. However, oue lot may be 100 piecee or its fraction for each classi.frcation.

8.3 lupection rnethod The inspection nethod of PC box culvert is based on thefollowing.

a) Final inspection1) Appearance The appearance ehall be eubjected to visual 100 % inspection. If the

proilucts conform to the provision of 6.1 of JIS A 6373, they shall be accepted.2) Performance The performance shall be inspected as follows. Take one piece at

random from one lot ancl inspect it by 6.2. If it conforms to the provision of 3.1 thewhole lot shall be accepted. If it fails, tale two further pieces from the lot, andre-inspect them. If both of the two conform, the whole lot shall be aecepted,

excluding the 6rst nonconforming product. If even one piece fails in re-inspection,the whole lot shall be rejected.

3) Shape grd dimsnai6a For inspection of shepe anal dimension, tale one piece atrandom &om one lot. If it conforme to recommended specification 4'2, the wholelot shall be accepted. Ifit fails, take two further pieces from the lot, and re-inspectthem. If both of the two conform, the whole lot ghall be accepted, sr(gluding thefiret nonconforming product. If even one piece fails in re'inspection, the whole lotshall be inspected. If it conforms to the provision, it will be accepted.


100

A5373:2004

D Deliverylnspection

l)Appear。‐“ The appearance sha■ be inspected llke D.

When a s,mpling逃 pect■on is adop"軋 take two pieces at random.If both of

the two∞nform to the prov■ebn of6.l of」 IS A 5373,the lot shnll be accepted lf

even olle piece ttilA,the whole 10t shan be hspec"d.If it confonlls to the

prOvlslon,it wtt be accepted.

2)Shape and dimension Shape and dimension shau be inspectedlike O.

9 MarlKing The marking on PC box culvertis based on JIS A 5361 and JIS A 5373.


101

A5373:2004

Annex 5 (normative)

Piles

1 scope This antrex specifies Group I and Group II of piles which are mainly used

for a foundation pile among the precast prestreseed concrete products epecified in JIS

A 6373.

2 ClasBification Pilee shall be claseified according to annex 5 table 1.

In adfition, Group I ehall be classified according to annex 6 table 2'

Remarks 1 The effective prestrees shall be calculated. The calculated value shall be

in the range of +5 % of each value,

2 It is allowable to adopt the external diameter exceeding 1 200 mm. Inthat case, perfornance valuee shall be decideil eubject to the agreement

between the parties concerned with delivery'

3 PC pilee have the sanue cross section over the entire length. ST piles have

the cross section which enlarges toward on end.

Annex 5 table l Clasd出にa“n ofpiles

Major rlivieion Minor divieion

Piles

Preetresgeil concrete pile (PC pile, ST pile, knot pile)

Prestreseed reinforced-concrete pile (PBC pile, PRC knot pile)

Others

Annex 5 table 2 Clasd■ にa」On of Group l of piles

ClassificationClasei.frcation by

external tliameterElt

Claseifcation byefrective preetrees

N/mm.2Detall

Prestreesed coucrete pile(PC pile, ST pile) 300 to 1 200 4.O to 10 0

See reconmendedeoecificatiou 5'1.


t02A 5373 : 2004

3 Perfonance

3.1 Performalce of the body of pile fhe performauce of the body of pile ehall

conform to the provision specifred in annex 5 table 3.

Annex 5 table 3 Performance of body of pile

Performance item PerforrrancePerformance check

method

Serviceperformance

It ehall be safe to th€ regular load assumedat the tine of uee, and crack width ehall bewithin an allowance.

See a desig! doculoetrt orclaqse G ofthe aDnet 6.

っerf魔獣墨雷0It ehall not break for tJre Ioatl aeeunetl at thetine of end etage.

S€€ a dgsigE docuneni orclause 6 of the aroer 6.

Durab上

"(ゆ

Durability ehall be secured agaiast deterio-ration assumed.

See a desig! docureDt o! arecord.

Workab■

"

Workabili8 for traneport, inetallation, as'eenblv. etc. ehall be eecured,

See a desit! docuDert o. arecoriL

Confirmation of the end stage performance shall be made when so requested by

Purchasers,

C) Durability may be confimred by the aotual results of such similar products as are

equivalent in terms of water-cement ratio and reinforcement covering.

Remarks : The perfonnance items of Group tr shall be subject to the agreement between thepalties concerned with delivery.

3.2 Performa.uce of joint The performance of joiot is based on the following.

d Bencling streDgth of joint The bending strength of joint shall exceeal the

deetructive bending moment among the end stage performance of the body

speci.fied in 3.1.

b) Connectability (squarenese of joint eilge) The gradient of joint edge shall be

within 1 mm per 300 mm againet the right angle of the axie of a pile.

4 Shape, dimeneioD, and dinensional tolerance The shape, dirnsasl6n, sad

dimensional tolerance of piles shall be baeed oo the following. As to Group I, however,

if the design concept is not different, and if the performance (quality) and perfornance(quality) check method are the same, the reference dirnension may be changed withinL0 o/o in response to purchaser's demand, provided that the nece86ar5/ performance is

eatisfied.

PROTECTED BY 00PYRIGHT

d Shepe The shape ofpiles is shown in annex 5 informative frgure 1.

103

A5373:2004

edge

脳祠

Pieeol

"“●』●０望 |

｀一国

Main bodv

or ioint fiP or joint

O PC Pile,PRC Pile

Len曇Pie edge

咀祠 :

b) STPile

Remarke 1 A PC pile and a PRC pile has a hollow cylinder body, having a

suitable tip, a joint or a head, if neeiled.2 A:l ST pile has a part at its edge which is enlarged in diameter. The

maximum length of the enlarged part shall be twice the externaliliameter of the enlarge part. An ST pile has a suitable tip, a joint or ahead, if needecl.

Annex 6 idormative fuure 1 Elromple of ahape of a pile

4.1 Dinension and dimensional totrerance The ilimension and dimensional tolerance

of the productg claeeified into Group I shall be as specfied in annex 5 table 4.

Tbe .limension and dimeosional tolerance of the products claesified into Group IIshall be eubject to the agxeement between the parties concerned vrith delivery.

Annex 5 table 4 Dimension antl di.mensional tolerance

ClassificationExternal diameter

mIn師 ckness

mmLngth

m

Preetressedconcrete pile(PC,pile, STPUe,l

Dimension300 to

less than700

700to 1 200 ０

６。

２３０

7to 15

Dineueiotraltolerance

+5-2

+7-4

+notspettd

-0

±0.3(%)oflength


104A 6373 : 2004

Remarke 1 The unit of length of a pile ehall be 1 m unit. Pilee are available in 4 m, 5n, and $ 6 sgc6lding to the agreement between the parties conceroedwith delivery.

2 Tbe external diameter of pile ehall be the average of two values meaeuredaloug the orthoaxis at a cross section of body.

3 The thickness of pile shall be the average of four values measured along

the orthoaxie or a cross section of edge of boily.

5 Bar arangement (poaitions of PC steel ancl reinbrcement) The bar arrangement

of pilee is baeed on JIS A 5364 and a design document.

In addition, a manufacturer ehall defrne the bar arrangement, for every product,

which satisfies clause g.

6 Test nethod

6.1 Compressive-aheugth test A compressive-strength test is based on JIS A 1132

and JIS A 1108. or JIS A 1136.

6.2 Bending etrength test d lssding strength test is baeed on JIS A 5363.

Bemarks : A tester shall be Grade 1 or higher specified in JIS B 7721, or shallhave the allowance which is equivalent to or better than tbis.

a) For the lsnding gtrength test of the body, as shown in figure 1 of JIS A 6363,

support the span part of 3/5 of the pile length and apply the load (f) at the centerof span. According to the followiog formula, calculate fhs lsading load from thebending ooment.

In aildition, if tl19 lesding point or the supporting point is likely to break locallybefore rupture of bending of pile occurs, then, take appropriat€ countermeasures.

- 4|M-nGL" = 6L-roA

Where, M: Bending noment (kN-m)

m: Mass of a pile (t)

G: Standard gravitational acceleration (S.gf m/e9

L: Length of a pile (m)

F: Loading load GN)

A: Bending span (m) It is referred to a$ A =1.0 m.


105

A 5373 :2004

b) For the hseking $slrding Eroment, obtcin the DaxiEum of the loaal (J{) ahowu by a

pile until it breaks, and calculate it accoraliug to the formula specified in a)'

c) For the bending etrength tegt of joint, coincide the seam of joint at the center of

span. Then, follow the procedure specifietl in a).

6-3 Axial-te$ion [slding ehength teet (positiver/negative alternating repetitions-inl-tenaion bending strength test) An axial'tension bendiug strength test is baeed

on the following.

Remarks: A tester shall be Grade I or higher specified in JIll B 7721, or ehall

have the allowance which is equivalent to or better than this.

d For the axial-tension lsading strength test, as shown in annex 6 figure 1, gupport

the span part of B of the pile with the axial tension (.l/) app[ed, ancl apply the

Ioad (l?) at the center of span. According to the following formula, calculate the

1s6'ling load from the bencli-ug moment.

In adclition, if the loading point or the supporting point is likely to break locally

before rupture of bending of pile occurs, then, take appropriate countermeasures.

In the caee of a positive load

- 8M-nGQB-L)-8N2(B- A)

In the case of a uegative load

- -8M -nG(2A-I)+8An-i =-----E:T--nv

Where, M: Beoiliag moment GN-m)

m: Mass of a pile (see the value in recomnendedspecification s'f table 5) (t)

G: Standard gravitational acceleration (9.81

m/s2)

L: Leugth of a pile (m)

B: Span (d It is referred to as 82 7.0'

f: Loailing load (kN)

6 : Relative deflections ofa center section (m)

.A/.' Axial teneion (kN)

A: lsading span (m) It is referred to as .A= 1.0

tn


106

A5373:2004

b) The axial tension -M load -Fl aud positive/negative alteruating number of cycles

must aatisfu the following conilitions.

D Ttre axial tension -l/must be eecured uniformly till the completion of test.

2) fhe axial tension .l/shall be either of three etepe, lv.t, .lla and tr/a which are shown

in recommended epecification.

g) While the axial teneion .n/ is applied, the repeated load .F ehall produce the

moment of 1/1.2 each of the crack [slding noment and the deetructive bending

moment. The number of cydes ehall be 10 or more.

One cycle ig defined as one posifive/negative sequeoce'

c) For the breaking bending moment, complete the positive/negative alternating

repetition, apply the load 0f,), obtain the maximum of the load (tr) shown until itbreaks, and calculate it according to the formula specified in a).

Poeitive load lP

亦

05m /ス 0`5m

F

β

ι

teneion -A/A由i tenston Ⅳ

Annex 6 fr$Ee 1 Tbe loading nethod of an s-iel-tension bending shength test

6.4 Shear streugth test The shear strength test of a main body is based on JIS A5363 and the following.

Remarke : A tester shall be Grade 1 or higher specified in JISB 7721' or thaU

have the allowance which is equivalent to or better than thie'

Perform the test ueing the methoil shown in JIS A 5363 figure 6 or figure ?' When

using the methoil shown in frgure 6, calculate a loading load from shear strength

according to the following formula.

In add.ition, if the loading point or the eupportiug point is likely to break locally

before rupture of shear of PC pile occurs, then, take appropriate countermea8ures.

PROTECttD BY 00PⅧ GHT

107

A5373:2004

Shear strength (kN)

lnading load (kM

Length (m)

A: Bending span (loading span) (m) /4= 1.0

a: Shear span 6) a=I.OD

In adfition, the epecimen ejection length 6d ehall be about t.25D to 2.OD.

Especially when performing a shear'fracture tegt, it shall be based on JIS A 5363

figure ?, and a loading load shall be calculated from ehear strength according to the

following formula.

F=αβ+C)B

Where, Shear strength Q

Loa血gload ③

Lngth(D

Dist口 nce between a loa血 g polnt and '■

outside supporting point(m)

Shear span(m)σ 2=1.0'

6.5 Measudng method of squareness of a comector enil face For meaeurement of

Bquareness of a connector end face, use a square, set it in line with the axis of external

diameter of a pile, anil meagure and obtain the amoult of inclinations about external

diameter of a pile.


7.1 Material aud manufucture method The material for coucrete and manufacture

method are baeed on JIS A 6364.

?.2 Compressive ehength The compressive strength of concrete shall be veri-fied by

the compressive strength of sarnple which wae processed by the same cure ae the

procluct, or the compressive etrength which was controlled properly. When the

predetermineil cure is frniehe4 the etrength ehall be 80 N/mm2 or more for the

effective prestress below 4.0 N/mm2, and the strength ehall be 85 N/mm2 or more for

the effecbive prestreBs over 4.0 N/mm2. Moreover, the compreesive strength at the time

of prestress introductioo shall be 40 N/mm2 or more.

In addition, products of Group II ehal be subject to the agreement between theparties concerned with delivery.

Renarks : The compressive strength of concrete may refer to JIS A 5364

annex (informative),

F=20

Where, cr

F

″

α

Ｆ　ク　３

"′


108

A6973 | 2004

8 Inspectiona Iospections are baaed on JIS A 5366 and the followiag.

8.1 The fi.ual inspection The final inspection of piles shall be performed about

appearanse, performance, shape, and ilirnension.

a) Appearance About appearalce, it shall be a 100 % inspection or a sampling

inspection in coneid.eratioo of the characteristics of a product, a manufacture

method, manufacture quantitY, etc.

b) Performance, ghape, gDd di'rsnai6a About performance, shape, and dimeneion, itshall be a eampling inspection.

when the performance is inepected by a sa"'ple as alternative characterietic,

correlation shall be established between the sample anal the product'

c) Size of inepection lot The eize of inspection lot ehall be epecifiecl by amanufacturer by coneidering the characteristice of a product, a manufacture

nethod, manufacture quantity, manufacture period, ordered quautity, etc'

Within one inspection lot, the characteristice of producte, the materials used,

concrete mixing ratio, and the manufacture method ehall be the same.

g.2 Delivery inspection The delivery inepection of piles ehall be made about

appearance, sbape, and dimension. However, the delivery inepection ehall be subject to

the agreenent between the parties concerned with delivery, and it may be omitted

baeed on the result of final inspection.

g Marking The marking on piles ehall indicate the following matters accoriling to

Jrs A 5361.

d Claesification or its abbreviation

b) Manufacturer's name or itg abbreviation

c) Date of oanufacture or itg abbreviation

10 Othere Group I of pilee is shown in annex 6 table 6.

Annex 5 table 5 Recornrnended specification

Structur€'specifi c pmduct grouPetandard

Recom.mended specfication

Л S A 5373alaex 6 (normative)

PileeRecommended epecfication 5'1 Prestressed

concrete Pile

PROTECTED BY COmGHT

109

A5378:2004

Recommended specification 5-1

Prestressed concrete pile

1 Scope This recommended speci.frcation specifiee the prestressed concrete pile of

Group I ofpiles (hereafter referred to as'PC pile") among the arnex 5 of JISI A 5373- Itshall include the pile with enlarged edge (ST pile).

Remarks 1 The PC pile which wae baeed on the details of this recommendeil

specification 6-1 and which wae :nanufactured by proper quality

control shall be deemed to conform to clause 3 of the annex 6 ofils A 6373.

2 If the reference dimension hag been changed within the range

shown in clause 4 of the annex 5 of JIS A 6373' a manufactutermust present the following data to a purchaser, when eo

requested' Tbe data must state conformity of the pile to clauee 3

of the annex 6 of JIS A 5373 which hag been demonstrated by the

design document or performance test.

2 Claesification PC piles shall be clasgif.ed, by the external diameter, into 300 mm,

350 mm, 400 mm, 450 mm, 500 mm, 600 mm, 700 mn, 800 mm, 900 mm, 1 000 mm,

1 100 mm and 1 200 mm. Moreover, they shall be classi.fied, by the magnitude ofeffective preetress, into Class A, Class B, and Claes C (hereaft'er referred to as "A B,

and C", re spectively).

In addition, the effective prestress of A, B, and C of PC pile ehall be 4.0 N/mm2, 8.0

N/mm2 and 10.0 N/rni.2, reepectively.

3 Performance

3.1 Beniling strength The bending Btrength of the pile bocly and the pile joint isbased on the following.

d Ufe Uoay The PC pile body ghall be eubjectecl to the bending sirength teat

specified in clause 6, ancl to the crack !6qr{ing moment specified in recomnended

specfication 5-1 table 1 and table 2. Then, it shall not generate any crack.

Moreover, the destructive lgnrling moment ehall exceecl the value specified inrecommended epecification 5-1 table I and table 2.

b) Pile joint The PC pile joint shall be shall be subjected to the bending streogth test

specified in clauee 6. Theu, it shall exceeil the destructive bending mornent

epecified in recommended opecfication 6-1 table 1.

3.2 Shear strength The PC pile body ehall be subjected to the ehear strength test

epecified in clause 6, and to the shear crack strength specified in recommentlecl

specification 5-1 table 3. Theu, it ehall not generate any crack. Moreover, the shear

deetructive strength ehall exceed the value specified in recommeniled specification 5-1

table 3.

PROTECTED BY COmGHT

110

A5373:2004

3.3 0onnectabilit Csquareness of j● int edgeD The grattnt of joint edge sha■ be

witun l mm per300 mm ag,・ nst the五ght angle ofthe田由 of a pie.

Reconnended epecification 6-1 table I Dinension and $sading strength

Cat the time ofapplication of笙皿樋nsion N-O kNp

―al

dlame饉mm

…“

血

嘘

‐

…mm …m

0薇bendh『momentLN・コ

De― ve

b価

『…

t

圏咆

m_al

… mm…‐●●ll

Tha・

い

mm

LⅢm

興

bendlncmment圏 ‐

D8-

…●ment■N IIl

300

A０

３245 373

700A

1007●15

2649 3973

B 7 to

15

618 B 3728

C 392 C 4414 8829

A7 to

13800

A7 to

15B 7"15

B 5396

C 1177 C 6376 1275

A7●15

900A 7"

16

5396 8093

B 1324 B 7358 1 324

C 883 1766 C 1 668

A 7"15

7361000

A 7"15

104

B 1079 1942 B 1 030 1 854

C 1226 24542 C 2354

5∞

A7“15

10301 ll10

A

1407t●

16

9320 :398

B 1472 2649 B 1 324 2384C 1668 C 1 521 3041

600

A7t●

15

1668 25021200

A7●15

1 1 766

B 2452 4414 B 1668 3002C 2845 5690 C 1 962 3924

(Tenslle bllce)Ccompresslve ttrce)

愚 al dlrec● onal働…

Ⅳ∈DExtemal dinmeter 400

1曲譜

Cenglle Forcel(Compresslve forcD

範 l arect10nal force lVα Ю

Extemal diameter 800

1澁躙


111

A5373:2004

Recommeuded specificatiou 6-1 table 2 Axial-tension benaling strcngth

…dlame● r

lnIIl

aancatlon

Benditlg sbetrgtl at the tine ofaoolicatio ofaxisl teislt! lvt

B€DdiDt strsdgtb at the tiDe ofaDDlicatiotr of axi8l tEl8iod il,

B€udilg strElgth at the tine ofeDDliatio! ofsrisl toDsion lV,

団

‐

"‐10n

Ⅳ=

N

は

bmang・

In●Inent

コレ島 ,

Nコ

D― ve

…Domenty.

N・m

Anal・

tenemⅣ ′

Ы

は

bendl●●

●oment

re,

困コ

…e bend●●momellt

〃 .

LN‐

m

…Ⅳ タ

kN

ndkbellang‐

moment」レill

ぶ猥

鮨

…

…momellt

拓

壼 ‐

300 392.441

784847 105

11771226

540 142 1275

589 1305

360 490.5647

9810961

14721815

795 1 109.9 173」 1413 4

393 159.9 1197 1611

400 688.61638

1177139 21

17761 325 259

B 1167 2011 202. 269

1305 2345 1 215 2776

450 73581344 2286

14721 3129

22072560 8610

168.7 2914 2296 3532 2004 37961884 6 24 3757 3051 3895

500 8829183.4

1766263.9 421_

26494964

2276 392. 3C 483J 3895 5278

2472 4 180 4091 5435

600 12763090

25514522 7230

38265946 8397

3 3885 5307 8231 6789 8868

C 4277 7652 9 8770 7132 9094

700A

17664983 8329

35321 151

52979653 1312

606 1034 & 1282 1074 1366

673 1185 9 1355 11 387

800A

19626926 1143

32941679

688612 865

B 839 1446 1 140 1796 14 40

C 1679 1986 1534

900A

24529663 1598

40061 2226

7358821

1165 2009 595 2516 024 4

1264 2277 6 2679 2 127 127

1000 29431306 2169

58868004

88292446

1598 2750 7 3403 2786 697

1746 3143 14 3633 2882 810

1100 34342821

6867372 3 4

103003092 ,97

2 3646 2735 4 40 4907C 2 4846 3612 5041

1200 39242080

78482982 4983

117703885 5852

2652 435 5754 4319 62721884 5331 706 6208 4 6471


112

A5373:2004

Remarks : The performance check of the PC pile body involves the axial-teneion benilingstrength test and the positive/uegative alternating repetitiou axial-teneion

bending strength teet. The repreaentation exterual diameter in thia caee shall

be middle class &ameter of piles which are usually manufactured. Moreover,

the axial teneiou at this time shall be lva.

In adfition, the leugth ofPC pile used in thig case shall be 8 m or more'

Svmbol Explanation _

Ⅳ ィTE;EI tension whic.h equatee each destluctive bending moEent of A, B' 8nd o rn abendias'moment relatiou fi.gure

′′θ The axial tensbn of Ⅳし×3/4

Ⅳ ′ The attal"轟On ofル×2/4

」V2 The菌 al“nsion ofル×1/4


113

A5373:2004

Recommended specincation 5‐ l table 3 Shear stren山

Ext€raaldiameter

mm

Thicknessmm

CIseeifi'cation

Shear strength N

Shear crack Sbear fracture

300 60

A 99.1 125

B 126 160

C 136 175

350 60

A 119 149

B 150 190

C 163 209

400 65

A 148 187

B 187 234

C 204 259

450 70

A 181 225

B 228 293

C 248 316

500 80

A 229 276

B 288 359

C 314 395

600 90

A 311 388

B 392 506

C 428 554

700 100

A 406 514

B 512 677

C 557 739

800 110

A 512 661

B 647 863

C 704 936

900 120

A 631 820

B 797 1063C 867 1153

1000 130

A 762 990

B 961 1289C 1047 1400

1100 140

A 905 1202B 1142 1561C 1244 1687

1200 150

A 1059 1413B 1387 1823C 1457 1979

Remarks : The perforoauce check of the PC pile body involves theshear test. The representative external diameter inthis cage shall be miildle clase diameter of piles whichare usually manufactured.


LL4A 5373 : 2004

4 Shepe, dimensiou, strd dimensional iolerance The shape, dimension, and dimensional

toleranoe ofPC piles shall be based on reconmentleil specification 5'1 figure 1, table 1 and

table 4.

A PC pile has mainly a hollow cylinder body, having a guitable tip, a joint or a head, ifneeded.

An ST pile has a part at an edge of PC pile which is enlarged in diameter. The

maximum length of the enlarged part shall be twice the external diameter of the

enlarge part.

Pile edge

Thi´

【雪曇ｇｘ国

Thip

Head or

A tip, a joint and a heaal are included ia the length of pile.

A metallic fixture, which is attached to the bip after nanufacture, isnot included in the length of pile.

There are a closed eilge and an open edge.

A tip may be attached to a pile or a middle tip to male a lower pile.

Reco--eniled epecifrcation 5-1 figure 1 Shape of piles

Remarks 1

,

３

４

PC pile

ST pile


115

A5373:2004

Reco".'nendeil epecification 6-l table 4 Dimension and itirnensional tolerance

ClaesificationE劇降rnalハ :口Vne"r

mmThickness

mmLength

m

Prestreesed

濾 ,甘pilep

Dimensiou 300t● 600 700to 1 200

60 to 150 7 to 15

Dimeusionaltolerance

+5-2

+7-4

+Notspettd

-0

±0.3(%)oflength

Remarks l The unit oflength of a p■ e shan be l m_t.Piles are available h 4■ ,

5m,and6m.2 The external diameter of pile shall be the average of two values

measured. aloog the orthoaxie at a crosB section of body-

3 The thickness of pile shall be the average of four values measured

along the orthoaxie on a croae section of edge of boily.

6 Bar anangement Ttre bar arrangement of PC pile ie baged on the following.

d As to the PC st€el and reinforcement arranged axially, the ratio of reinforcement interme of total cross-eectional area shall be 0.4 o/o or more, and the number shall be

eix or more. On each cro88 eection of pile, they shall be arrangeil as uniformly aB

possible along the circumference of concentric circles. Thie is intendecl to decrease

directionality of the bending etrength of a pile. The gap of PC gteel and

reinforcement ehall be one or more times their diameters, and more than 4,/3 of the

maximum dirnengion of a coarse aggregate.

b) A gpiral reinforcement shall be arranged on the outeiale of axial PC steel antl axial

reinforcement. The wire diameter of spiral reioforcements shall be 3 mm or more

for the external diameter of pile of 500 mn or lese, 4 mm or more for the clianeter

of 600 to 1 000 mm aud 5 mm or lnore for the diameter of 1 100 mm and 1 200 nm'The pitch shall be 110 mm or less'

In orcler to improve the shear reeietance and the deformation performaoce, the

required spiral reinforcement quantity ehall be ileterrnineil by the parties

coucerned with delivery.

c) The covering of PC steel and epiral reinforcement shall be more than 15 mm'

0 The reinforcement anil PC steel shall be cleared of loose scale, oil, etc. which

damage adhesion of concrete, and ghall be assembled anil fixeil to the accurate

position.

6 Strength teet

6.1 Compressive stnength test The compressive stretrgth test of concrete is based on

6.1 of annex 5 ofJIS A 5373.

6.2 Bending shength test The bending strength test is based on 6-2 of the annex 5

ofJIS A 5373.


116A 5873 | 2004

In addition, the mass of the body of PC pile used for calculation e1 g l6grling load igbased on recommended specification 6'1 table 5.

6.3 Axi.al'teneion bending strengt'h tegt The axial-tension $sading strength test isbased on 6.3 of the annex 5 of JIS A 6373.

In additiou, the mase of the body of PC pile used for calculation of a loading loail isbaged on recommended specification 6'1 table 5.

6.4 Shear etuength teet The shear strength test is baeed on 6.4 of the annex 6 of JISA 6373.

6.5 Measurement teat of Bqualeness of joint efue The meaeurement test of the

squareness of a joint edge ie based on 6.5 of the annex 5 of JIS A 5373.

7 Quality of concrete The compreesive strength of concrete is based on 7.2 of theaDnex 5 of JIS A 5373.

In addition, Claee A shall be more than 80 N/mm2, anil Classee B and C shall be

more than 85 N/mm2.

8 Inspections

8.1 Inspection ite'ns The inspection items ofPC pile are baeed on the following.

a) Final inspection

1) Appearance

2) Performance

B) Shape and dinensiou


1) Appearance

2) Shape snd rlirnelsign

Remarks : The delivery inspection shall be subject to the agreement between

the parties concerned with alelivery, and it may be omitted baeeal

on the result of final insPection.

8-2 Inspection lot The size of inspection lot of PC pile shall be decided by amanufacturer who considere the characterigtics of products, manufacture nethocls,

manufacture quantity, manufacture period, ordered quantitn etc. The deliveryinspection ehall be subject to the agteement between the parties concerned withdelivery, and shall be decided by a purchaeer' However, oue lot may be 3 000 pieces or

its fraction.


L17

A 5373 : 2004

8.3 Inspectiou method The inepection method of PC pile is based on the following.

a) Final inspection

1) Appearance For iuspection of appearance, fake samples at random from one lot.If they conform to the provision of 6.1 of JISI A 6372, they ehall be accepted. Ifeven one sarnple fails, tbe whole lot shall be subjected to a 100 % inspection. If itconforms to the provieion, it ehall be accepted.

2) Perbrmance For inspection of bending crack etrength of the body, take twosamples at ranilom from one lot anil inspect them by 6.2. If both of the twoconform to 3.1, the lot shall be accepted. If both fail, the lot shall be rejected. Ifooe of thern fails, take four firrther samplee fton the lot. If a]l the four conform,the lot ehall be accepted, excludi"g the firgt nonconforming product. Even one ofthem failg, the lot ehall be rejected.

For inspection of the bending breaking strength of a body, inspect one of the twosanples used for inspection of the bending crack strength of a body by 6.2. If bothof the two conform to the provision of 3.1, the lot shall be accepted. If they fail,take two further samples ftom the lot. If both of the two conform to the provision,

the lot eball be acceptetl, s).gluding the firet nonconforming product. If even one ofthem fails, the lot shall be rejected. Moreover, PC eteel and bar arrangement shallbe inspected ae follows. Inspect the reinforncement which was aggembled before

placing of concrete, or the PC piles which were eubjected to the breaking streugthinspection. If they conforn to the provision of clause 6, the lot shall be accepted.

3) Shape and dimension For inspection of shape aud dimension, take samples atran<lom from one lot of PC piles. If they conform to the provision of clause 4, thelot shall be accepted. Even one sample faile 1rr 1515 inspection. Ttre lot ehall be

subjected to a 100 % iaepection. If it conforms to the provision, it ghall be

accepted.

b) Delivery inepectiou

1) Appearance The appearance ehnll be inspected like d.When aclopting a sanpling inspection, take two sanples at random. If they

conform to the provieion of 5.1 of JIS A 5372, they shall be accepted. Even one

sample fails in this inspection, the lot shall be subjected to a 100 % inspection. Ifit conforme to the provision, it shall be accepted.

2) Shape and dinension The shape and dimension shall be inspected like a).

9 Marking The marking on PC pile is based ou JISI A 6361 and JIS A 5373.

In addition, the pile manufactured by the centrifugal compaction shall be markedwith PHC.


Re∞mmended speciEcatlon 5‐l table 5 Mass ofPC Pile

Extenal月:・meter

mm

Maes (r) tLe,gth m

5m 6m 7m 8111 9m 10m 1l m 12 in 13m 14m 16m

300 0.588 0.705 0823 0.940 1.058 1176 1.293 1411 1.528 1.646 1763

350 0.710 0.852 0.994 1136 1.278 1421 1.563 1.705 1847 1.989 2.131

400 0.889 1.067 1244 1.422 1.600 1.778 1955 2.133 2_311 2.489 2667

450 1.086 1303 1520 1.737 1.954 2.172 2.389 2.606 2823 3.040 3257

500 1.372 1646 1920 2.194 2469 2.743 3.017 3.292 3566 3.840 4.115

600 1.874 2.248 2.623 2.998 3373 3.747 4122 4.497 4.871 6.246 5.621

700 2449 2939 3.429 3.919 4409 4.898 5388 5.878 6368 6.858 7348

800 3.098 3.718 4338 4.957 5577 6196 6816 7.436 8.055 8.675 9295

900 3.821 4.585 5349 6.113 6877 7.642 8406 9170 9934 10698 11462

1000 4_617 5540 6463 7.387 8.310 9_238 10157 11.080 12.004 12927 13.850

1100 5.486 6.583 7.681 8.778 9,875 10.972 12070 13.167 14264 16.361 16459

1200 6429 7715 9001 10287 11572 12858 14144 15.430 16716 18002 19287

118.

A5373:2004

Note(l) : For ease of handling, the mass was calculateil as follows. The bulk ilensity ofreinforced concrete was assumed to be 2.60 t/m'. zc was approximated to be

3.14. Then, the following formula was used to calculate the mass to threeplaces of clecimul" sgs6lding to JIS Z 8401.

[email protected](D-t\

Where, anl Mass of PC pile (t)ar: Bulk ilensiW of reinforced concrete (Uma)

f : Thicknese (m)

Z : l.,ength (m)

-D: External diameter (m)


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