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5 Wall thickness calculation

for ductile iron pipes
5.1 Stresses in pressure pipelines
5.2 Calculating the wall thickness of pipes with non-restrained
flexible push-in joints
5.3 Development of minimum pipe wall thicknesses
5.4 Comparison of wall thickness classes (K-classes) and pressure classes (C-classes)
for non-restrained flexible pipes
5.5 The effect of longitudinal bending strength and ring stiffness
on the calculation of pipe wall thickness dimensions
5.6 Ductile cast iron pipes with restrained flexible joints
5.7 References

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5 Wall thickness calculation for ductile iron pipes The two types of stress are calculated as
follows:

p.D
When laying underground pipelines consisting of ductile iron pipes to standard σt =    . [N/mm²] (5.1)
EN 545 [5.1], for the most part the pipes are assembled using push-in joints as  2 e
standardised in DIN 28603 [5.2]. For calculating the wall thickness of ductile iron
pipes, a distinction is made between
p.D
n non-restrained flexible push-in joints and σa =    . [N/mm²] (5.2)
n restrained flexible push-in joints.  4 e

p internal pressure [bar]

D mean diameter
(D = (DE + Di) / 2 = DE – e) [mm]
DE external diameter [mm]
5.1 Stresses in pressure pipelines Di internal diameter [mm]
e wall thickness [mm]
With a pressure pipeline consisting of σt tangential stress in the
pipes assembled with restrained joints, pressure pipe wall [N/mm²]
e.g. by welding, the internal pressure gen- σa axial stress in the
erates stresses in the pipe wall, which may pressure pipe wall [N/mm²)
be circumferential or tangential stresses
σt and longitudinal or axial stresses σσa, as Conversion factor:
shown in Fig. 5.1. 1 bar corresponds to 0.1 N/mm²

Fig. 5.1:
Stresses produced by internal pressure in
a wall of pressure pipes assembled with
restrained joints

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5.2 Calculating the wall thickness Over the last six decades, non-restrained In principle, they are calculated accord-
of pipes with non-restrained flexible push-in joints have had a consid- ing to equation 5.1 (Barlow’s formula):
flexible push-in joints erable influence in shaping the image of
p.D
the cast iron pipe; they are inexpensive σt =    . [N/mm²] (5.1)
5.2.1 Calculating the wall thickness and simple to assemble. Non-restrained  2 e
of pipes according to pressure push-in joints do not transmit any axial
classes (C-classes) forces, meaning that the stresses shown σt tangential stress in the
in Fig. 5.1 in the axial direction σa are pressure pipe wall [N/mm²]
For calculating the pipe wall thickness equal zero. As can be seen in Fig. 5.2, the p internal pressure [bar]
of ductile iron pipes with non-restrained stresses in the wall of such a socket pipe D mean diameter
flexible push-in joints, the simple Bar- only run in the circumferential direction (D = (DE + Di) / 2 = DE – e) [mm]
low’s formula is used in which the tan- as tangential stress σt. e wall thickness [mm]
gential stresses produced by internal
pressure, the tensile strength of the pipe This produces the following equation for
material, the thickness of the pipe wall internal pressure p:
and the diameter of the pipe correlate
with each other. [N/mm²] (5.2)

Non-restrained flexible push-in joints

do not transmit any axial forces. If the Once the minimum pipe wall thickness
pressure of the medium produces axial and a safety factor have been introduced,
forces on dead ends, branches, reducers we arrive at equation 5.3 incorporated
or changes of direction, these must be in product standard EN 545 [5.2], with
transferred into the ground by appropri- which the allowable operating pressure
ate means, such as concrete thrust blocks. PFA is calculated for the component:

Fig. 5.2: 20 . emin . Rm

Tangential stress σt in the circumferential PFA = [bar] (5.3)
direction in a pipe with a non-restrained
D . SF
flexible push-in joint

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Minimum wall thicknesses emin for ductile iron pipes

Where:
Pressure class (C-classes) = PFA [bar]
PFA = p = allowable operating pressure
20 25 30 40 50 64 100
for the component
DN DE [mm] emin [mm]
emin = minimum pipe wall thickness
40 56 3.0 3.5 4.0 4.7
Rm = σt = minimum tensile strength 50 66 3.0 3.5 4.0 4.7
= 420 MPa 60 77 3.0 3.5 4.0 4.7
SF = safety factor 65 82 3.0 3.5 4.0 4.7
80 98 3.0 3.5 4.0 4.7
Conversion factors: 100 118 3.0 3.5 4.0 4.7
1 N/mm² = 1 MPa = 10 bar 125 144 3.0 3.5 4.0 5.0
150 170 3.0 3.5 4.0 5.9

With a minimum tensile strength 200 222 3.1 3.9 5.0 7.7

Rm = 420 MPa for ductile cast iron and 250 274 3.9 4.8 6.1 9.5
300 326 4.6 5.7 7.3 11.2
the safety factor SF = 3 we arrive at the
350 378 4.7 5.3 6.6 8.5 13.0
following constant 5.4:
400 429 4.8 6.0 7.5 9.6 14.8
450 480 5.1 6.8 8.4 10.7 16.6
20 . Rm 500 532 5.6 7.5 9.3 11.9 18.3
= 2.800 [MPa] (5.4)
SF   600 635 6.7 8.9 11.1 14.2 21.9
700 738 6.8 7.8 10.4 13.0 16.5
800 842 7.5 8.9 11.9 14.8 18.8
The allowable operating pressure PFA 900 945 8.4 10.0 13.3 16.6 Table 5.1:
for the component can be calculated with 1000 1048 9.3 11.1 14.8 18.4 Minimum wall
equation 5.5 from the external pipe wall 1100 1152 8.2 10.2 12.2 16.2 20.2 thicknesses emin
diameter DE and pipe wall thickness emin : 1200 1255 8.9 11.1 13.3 17.7 22.0 for ductile iron
1400 1462 10.4 12.9 15.5 pipes as per
1500 1565 11.1 13.9 16.6
[MPa] (5.5) EN 545 [5.1]
1600 1668 11.8 14.8 17.7
depending on
1800 1875 13.3 16.6 19.9
nominal size DN
2000 2082 14.8 18.4 22.1
and pressure class
Note: the figures in bold represent the standard range
(C-class)

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Using equation 5.5 it is possible to cal- When the first ductile iron pipes were For drinking water supply, type K val-
culate the minimum wall thickness emin produced in the middle of the nineteen ues were 10 to begin with, then later on
for an allowable operating pressure PFA fifties, safety standards were initially still 8 and 9. In order for wall thicknesses of
with a given nominal size: based on the characteristics of thick- the smaller nominal sizes to remain prac-
walled grey cast iron pipes. At the time, tically feasible at all, the lower limit for
DE . PFA [mm] casting machines were still being man- nominal wall thicknesses was reduced to
emin = (5.6)
2.800 + PFA ually controlled, meaning that the min- e = 6 mm. The following determination
imum wall thickness was only observed applies to the minimum wall thickness
Table 5.1 shows the minimum wall thick- with large “allowances”. For a coherent emin for measurement purposes:
nesses emin according to EN 545 [5.1] for representation of wall thicknesses over
the seven pressure classes (C-classes) the entire range of nominal sizes, these emin = e – Δe  [mm] (5.9)
which are assigned to operating pressures were divided into K-classes which were
PFA 20; 25; 30; 40; 50; 64 and 100. The in existence for more than four decades. Δe permissible dimensional deviation
lower limit for the minimum wall thick- Nominal wall thicknesses e were deter- (minus tolerance)
nesses has been reduced to emin = 3,0 mm. mined taking account of the permissible
circumferential stresses in the pipe wall
5.2.2 Calculating wall thicknesses using the formula
according K-classes
e = 5 + 0.01 . DN          [mm] (5.7)
Since the introduction of ductile cast iron
around 60 years ago, the minimum wall in wall thickness class K 10. Wall thick-
thickness emin has undergone a consid- nesses which deviated from this could be
erable evolution which is due to the represented in their own K-classes
impressive development and optimisa-
tion of centrifugal casting production e = K . (5 + 0.001 . DN)   [mm] (5.8)
technology. The primary beneficiaries
of this are the small nominal sizes from whereby the proportionality factor K was
DN 80 to DN 250 which account for an part of a series of whole numbers … 8,
extremely high proportion in urban dis- 9, 10, 11, 12 …
tribution networks.

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The following applies for e > 6 mm: As from 2010, EN 545 [5.1] now only con-
tains the pressure (C) classes.
Δe = – (1.3 + 0.001 ∙ DN) [mm] (5.10)
The development of minimum pipe wall
The following applies for e ≤ 6 mm: thicknesses over the last decades in Fig.
5.3 shows that, since the introduction of
Δe = –1.3   [mm] (5.11) ductile iron pipes, in terms of production
technology it has been possible to reduce
Hence the lowest minimum pipe wall minimum wall thicknesses by almost half.
thickness was 4.7 mm.

Fig. 5.3: 5.4 Comparison of wall thickness

5.3 Development of minimum Development of minimum pipe wall thick- classes (K-classes) and pres-
pipe wall thicknesses ness emin from 1966 to 2014 sure classes (C-classes) for
non-restrained flexible pipes
The accurate production of smaller pipe
wall thicknesses in the centrifugal cast- For non-restrained pipes up to nominal
ing process has matured due to improved size DN 300, calculated according to inter-
machine control and continuous process nal pressure, the introduction of pressure
optimisation in the six decades since the classes (C-classes) has led to some very
emergence of ductile iron pipes. So it was major changes as compared with the wall
only logical that the cast iron pipe indus- thickness classes (K-classes), as can be
try would continue the trend by adapting seen in the diagram alongside (Fig. 5.4).
water supply components to the prevail- As from DN 400 the differences tend to
ing pressures – a development which be negligible.
manifested itself in EN 14801 [5.3]. Back Fig. 5.4:
in 2002, in the edition current at the time, Comparison of wall thickness class K 9 with
EN 545 introduced pressure class C 40 the preferred pressure classes (C-classes) as
in addition to the wall thickness classes regards allowable operating pressure PFA
(K-classes) still in existence.

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Minimum wall thicknesses emin for ductile iron pipes

DN DE [mm] Pressure classes (C-classes) = PFA Wall thickness classes (K-classes)
20 25 30 40 50 64 100 7 8 9 10 11
emin [mm] emin [mm] PFA [bar] emin [mm] PFA [bar] emin [mm] PFA [bar] emin [mm] PFA [bar] emin [mm] PFA [bar]
40 56 3.0 3.5 4.0 4.7
50 66 3.0 3.5 4.0 4.7
60 77 3.0 3.5 4.0 4.7
65 82 3.0 3.5 4.0 4.7
80 98 3.0 3.5 4.0 4.7 4.7 141.1 4.7 141.1 4.7 141.1 4.7 141.1 5.0 150.5
100 118 3.0 3.5 4.0 4.7 4.7 116.2 4.7 116.2 4.7 116.2 4.7 116.2 5.2 129.1
125 144 3.0 3.5 4.0 5.0 4.7 94.5 4.7 94.5 4.7 94.5 4.8 97.1 5.5 110.1
150 170 3.0 3.5 4.0 5.9 4.7 79.6 4.7 79.6 4.7 79.6 5.1 85.7 5.7 97.1
200 222 3.1 3.9 5.0 7.7 4.7 60.6 4.7 60.6 4.8 61.9 5.5 71.1 6.2 80.4
250 274 3.9 4.8 6.1 9.5 4.7 48.9 4.7 48.9 5.2 54.2 6.0 62.2 6.7 70.2
300 326 4.6 5.7 7.3 11.2 4.7 41.0 4.8 41.8 5.6 48.9 6.4 56.1 7.2 63.2
350 378 4.7 5.3 6.6 8.5 13.0 4.7 34.9 5.2 38.7 6.0 45.2 6.9 51.7 7.7 58.2
400 429 4.8 6.0 7.5 9.6 14.8 4.7 31.0 5.5 36.4 6.4 42.4 7.3 48.5 8.2 54.6
450 480 5.1 6.8 8.4 10.7 16.6 4.9 28.9 5.9 34.5 6.8 40.2 7.8 46.0 8.7 51.7
500 532 5.6 7.5 9.3 11.9 18.3 5.2 27.6 6.2 33.0 7.2 38.4 8.2 43.8 9.2 49.3
600 635 6.7 8.9 11.1 14.2 21.9 5.8 25.8 6.9 30.8 8.0 35.7 9.1 40.7 10.2 45.7 Table 5.2:
700 738 6.8 7.8 10.4 13.0 16.5 6.4 24.5 7.6 29.1 8.8 33.8 10.0 38.5 11.2 43.1 Comparison of
800 842 7.5 8.9 11.9 14.8 18.8 7.0 23.5 8.3 27.9 9.6 32.3 10.9 36.7 12.2 41.2 pressure classes
900 945 8.4 10.0 13.3 16.6 7.6 22.7 9.0 26.9 10.4 31.2 11.8 35.4 13.2 39.7 (C-classes
1000 1048 9.3 11.1 14.8 18.4 8.2 22.1 9.7 26.2 11.2 30.2 12.7 34.3 14.2 38.5 according to
1100 1152 8.2 10.2 12.2 16.2 20.2 8.8 21.6 10.4 25.5 12.0 29.5 13.6 33.5 15.2 37.4 EN 545:2011
1200 1255 8.9 11.1 13.3 17.7 22.0 9.4 21.1 11.1 25.0 12.8 28.9 14.5 32.7 16.2 36.6 [5.1] (left) with
1400 1462 10.4 12.9 15.5 10.6 20.4 12.5 24.1 14.4 27.9 16.3 31.6 18.2 35.3 the wall thick-
1500 1565 11.1 13.9 16.6 11.2 20.2 13.2 23.8 15.2 27.5 17.2 31.1 19.2 34.8 ness classes
1600 1668 11.8 14.8 17.7 11.8 19.9 13.9 23.5 16.0 27.1 18.1 30.7 20.2 34.3 (K-classes) in
1800 1875 13.3 16.6 19.9 13.0 19.5 15.3 23.0 17.6 26.5 19.9 30.0 22.2 33.5 EN 545:2007
2000 2082 14.8 18.4 22.1 14.2 19.2 16.7 22.6 19.2 26.1 21.7 29.5 24.2 32.9
[5.4] (right)

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This effect is based solely on the fact that, 5.5 The effect of longitudinal
Soil load
with the introduction of pressure classes bending strength and ring
(C-classes), the limit value for mini- Water filling stiffness on the calculation
mum wall thickness has been reduced Dead weight of pipe wall thickness dimen-
by roughly one third, from 4.7 mm to 3.0 sions
Traffic loads
mm. The equation applicable for calcu-
lating wall thicknesses (5.6) remains the
same as before. Fastening plate Classification according to pressure
classes (C-classes) is only applicable
Table 5.2 illustrates the relationship Pipe cradle for non-restrained systems in which
between the previous K-classes and the foundation pile only tangential stresses σt produced by
new pressure classes (C-classes) for each + Bending moment internal pressure are decisive when it
nominal size. The wall thickness meas- – progression
(idealised)
comes to calculating pipe wall thickness
ured in millimetres represents the com- (Fig. 5.2).
mon comparison parameter for C-classes Fig. 5.5:
and for K-classes. The table shows the Bending moments for a buried pipeline on However, such influencing factors should
areas with similar wall thicknesses and piles also be taken into account when calcu-
the areas corresponding to pressure lating non-restrained systems as they
classes for the allowable operating pres- cause a significant proportion of axial
sure PFA in the same colours. stresses σa in the system to be calcu-
Traffic loads
lated. These may be axial stresses due
This table offers the possibility of compar- to bending moments in the longitudi-
ing the earlier K-classes (wall thickness h
Road
Road substructure
nal direction (Fig. 5.5) or to uneven
classes) with the new pressure classes Propagation of the load loads in the circumferential direction
(C-classes), because the actual minimum Ovalised pipe (Fig. 5.6).
wall thickness emin is the common refer- Initial condition of the pipe
Ground
ence parameter.
Fig. 5.6:
Ovalisation due to soil loads and traffic
loads

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Permissible bending moments M(x) [kNm]

Class 40 Class 50 Class 64 K9 K 10 Table 5.3:
DN DE [mm] emin [mm] M (x)[kNm] emin [mm] M (x)[kNm] emin [mm] M (x)[kNm] emin [mm] M (x)[kNm] emin [mm] M (x)[kNm] Permissible ben-
80 98 3.0 5.3 3.5 6.1 4.0 6.9 4.7 8.0 4.7 8.0 ding moments
100 118 3.0 7.8 3.5 9.0 4.0 10.2 4.7 11.8 4.7 11.8 M(x) for DN 80
125 144 3.0 11.7 3.5 13.6 4.0 15.4 4.7 17.9 4.8 18.2 to DN 200 pipes
150 170 3.0 16.4 3.5 19.0 4.0 21.6 4.7 25.2 5.1 26.7 for pressure
200 222 3.1 29.2 3.9 36.4 5.0 46.2 4.8 44.4 5.5 50.6 classes (C-classes)
These bending moments, expressed in kilonewton metres [kNm], relate to a load with the same value, expressed in kilonewtons [kN], acting and wall thick-
in the central point of a 4 m span. ness classes
Key: M(x) ≤ 9.9 kNm 10.0 kNm ≤ M(x) ≤ 19.9 kNm 20.0 kNm ≤ M(x) ≤ 29.9 kNm M(x) ≥ 30.0 kNm
(K-Classes)

Minimum ring stiffness S [kN/m²]

Class 25 Class 30 Class 40 K9 K 10
DN DE [mm] est [mm] S [kN/m2] est [mm] S [kN/m2] est [mm] S [kN/m2] est [mm] S [kN/m2] est [mm] S [kN/m2]
300 326 5.4 68 6.4 110 8 160
350 378 5.5 46 6.1 67 6.8 89 8.5 120
400 429 5.7 34 6.9 63 7.2 72 9.1 100
Table 5.4:
Summary of
450 480 6 28 7.7 61 9.6 86
minimum ring
500 532 6.5 27 8.1 52 10.1 74
stiffness values S
600 635 7.7 26 9 41 11.2 58
for nominal sizes
700 738 7.8 17 9.8 34 12.2 49
DN 300 to
800 842 8.6 15 10.7 30 13.2 42
DN 1000 for
900 945 9.5 15 11.5 26 14.3 37
pressure classes
1000 1048 10.5 14.5 12.3 24 15.4 34
(C-classes) and
The values for calculated wall thickness est have been calculated as follows: est = emin + 0.5 (1.3 + 0.001 DN) [mm]
wall thickness
Key: S ≤ 29.9 kN/m² 30.0 kN/m² ≤ S ≤ 49.9 kN/m² 50.0 kN/m² ≤ S ≤ 99.9 kN/m² M(x) ≥ 30.0 kNm
classes (K-classes)

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5.5.1 Permissible bending moments

4.2 Pressure classes 4.7.1 Pipes and fittings
The bending moments recordable
without damage for pressure classes According to 3.21, the pressure class of a com- All pipes and fittings must be legibly and durably
(C-classes) and wall thickness classes ponent is determined by a combination of marked and shall bear at least the following infor-
(C-classes) are shown in Table 5.3. It can construction-related functional capability and mation:
be seen that, in soils liable to subsidence the functional capability of the non-restrained
or where trenchless pipe laying tech- flexible joint. – the manufacturer’s name or mark
niques are used, pipes with a higher per- – an indication of the year of manufacture
missible bending moment are required Restrained joints can lower the PFA; in this case – the identification as ductile cast iron
than those resulting from calculation by the PFA is to be specified by the manufacturer. – the DN
means of pressure classes. – the PN rating of flanges for flange components
Fig. 5.7: – the reference to this European standard,
5.5.2 Minimum ring stiffness Quote from EN 545 [5.1] i.e. EN 545
– the pressure class designation of
Stresses due to soil and traffic loads can centrifugally cast pipes
cause ovalisation, which might be as high 5.6 Ductile iron pipes with
as 4%. The minimum ring stiffness values restrained flexible joints The first five indications must be cast-on or cold-
relating to this are stated in both versions stamped. The other indications may be applied by
of EN 545 and also, dependent on pressure any other process, e.g. painted onto the casting.
class, in EN 545:2011 [5.1] plus, depend- 5.6.1 Identification of the allowable
ent on wall thickness class, in EN 545:2007 operating pressure Fig. 5.8:
[5.4]. Table 5.4 gives a summary of the val- Quote from EN 545 [5.1]
ues. As is to be expected, the higher ring Section 4.2 (Fig. 5.5) of EN 545 [5.1] states
stiffness areas are once again to be found that, with restrained joints, the allowable
with the higher wall thicknesses. Here operating pressure PFA may be reduced.
again, the wall thickness is often decisive
as opposed to pressure class.

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As seen in Fig. 5.1, restrained pipe joints this situation by publishing its own identi- ing bead on the spigot end. A mini-
produce a multiaxial stress state in the fication standard, EADIPS®/FGR®-NORM mum wall thickness of approximately
pipe wall whereby, with the allowable 75 [5.5],(Chapter 3, Figs. 3.35 and 3.36). 5 mm for a high-quality weld penetra-
operating pressure PFA being lower when tion is considered as a precondition for
compared with the non-restrained joint, 5.6.2 Positive locking push-in joints compliance with the required permissi-
the pressure class is therefore lower. ble tensile strength. Also, with trenchless
A further requirement has come more pushing-in techniques, a minimum wall
The multiaxial stress state in a pipe wall and more into the foreground in the thickness is required for transferring the
which, in addition to the tangential stress last decade: the increasing frequency compressive forces, so that the permissi-
σt produced by internal pressure, must with which restrained push-in joints ble compression stresses in the connec-
also take up axial stresses σσa, results in a are being used with the trenchless tion joint are not exceeded.
distinct reduction in the allowable oper- laying techniques and the associated
ating pressure PFA as compared with requirement for the maximum per- Depending on the application case,
the non-restrained design. Therefore the missible tensile strength values in the a number of load types due to inter-
specification of pressure class C as a syn- Technical Rules of DVGW Worksheet nal pressure, vertical load and bend-
onym for the allowable operating pressure GW 320-1 [5.6] etc. (see also Chapter 22 ing stress, as well as those due to the
PFA is no longer sufficient for restrained- on trenchless pipe laying and replace- maximum permissible tensile and com-
joint pipelines. This has consequences ment techniques). In these sets of rules, pressive forces associated with trench-
for the identification of the pipes. Fig. 5.8 the permissible tensile strength of, less laying techniques must therefore
shows the identification requirements of above all, positive locking push-in joints be calculated and the optimum pipe
EN 545 [5.1], Section 4.7.1. with a welding bead on the spigot end determined. The effects on practical
(Fig. 9.5) plays a decisive role for the planning are described in articles in
According to EN 545 [5.1], Section 4.2, pulling-in length of a pipe string. Hence EADIPS®/FGR® Annual Journals 45 [5.7]
manufacturers must state the lower it is a determining factor for excavation and 46 [5.8].
values for the PFA of their restrained distances and therefore for the effi-
push-in joints. However, there is no ciency of a pipe material for a specific
clear and unambiguous determination trenchless technique. Trenchless pipe
of the identification of pipes with laying techniques are mainly performed
restrained joints to be found in EN 545 with positive locking restrained push-in
[5.1]. EADIPS®/FGR® has responded to joints. These joints must have a weld-

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5.7 References [5.3] EN 14801 [5.5]

EADIPS®/FGR®-NORM 75
Conditions for pressure classifi- Rohre aus duktilem Gusseisen –
[5.1] EN 545:2011 cation of products for water and Kennzeichnung des
Ductile iron pipes, fittings, wastewater pipelines zulässigen Bauteilbetriebsdrucks
accessories and their joints for [Bedingungen für die (PFA) längskraftschlüssiger
water pipelines – Klassifizierung von Produkten beweglicher Steckmuffen-
Requirements and test methods für Rohrleitungssysteme für Verbindungen von Rohren –
[Rohre, Formstücke, Zube- die Wasserversorgung und Ergänzung zur EN 545:2010
hörteile aus duktilem Gusseisen Abwasserentsorgung nach [EADIPS®/FGR® STANDARD 75
und ihre Verbindungen für auftretenden Drücken] Ductile iron pipes –
Wasserleitungen – 2006 Marking of the allowable
Anforderungen und operating pressure PFA of
Prüfverfahren] [5.4] EN 545:2007 restrained flexible push-in
2011 Ductile iron pipes, fittings, socket joins of pipes –
accessories and their joints for Supplement to EN 545:2010]
[5.2] DIN 28603 water pipelines – 2013-06
Rohre und Formstücke aus Requirements and test meth-
duktilem Gusseisen – ods [Rohre, Formstücke, Zube- [5.6] DVGW-Arbeitsblatt GW 320-1
Steckmuffen-Verbindungen – hörteile aus duktilem Gusseisen Erneuerung von Gas- und Was-
Zusammenstellung, Muffen und ihre Verbindungen für serrohrleitungen durch Rohrein-
und Dichtungen Wasserleitungen – zug oder Rohreinschub mit
[Ductile iron pipes and fittings – Anforderungen und Ringraum
Push-in joints – Prüfverfahren] [DVGW worksheet GW 320-1
Survey, sockets and gaskets] 2006 Replacement of gas and water
2002-05 pipelines by pipe pulling or pipe
pushing with annular gap]
2009–02

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[5.7] Rammelsberg, J.: [5.9]

EN 1092-2
Wanddickenklassen und Druck- Flanges and their joints –
klassen in der EN 545 – Circular flanges for pipes,
Vergleich zwischen den valves, fittings and accessories,
Versionen von 2007 und 2010 PN designated –
GUSS-ROHRSYSTEME, Part 2: Cast iron flanges
Heft 45 (2011), S. 23 ff [Flansche und ihre
[Wall-thickness classes and Verbindungen –
pressure classes in EN 545 – Runde Flansche für
Comparison between the 2007 Rohre, Armaturen, Formstücke
and 2010 versions und Zubehörteile,
DUCTILE IRON PIPE nach PN bezeichnet –
SYSTEMS, Teil 2: Gusseisenflansche]
Issue 45 (2011), p. 19 ff] 1997

[5.8] Rammelsberg, J.:

Auswirkungen der neuen
EN 545 auf die Planungspraxis
für Trinkwasserleitungen aus
duktilem Gusseisen.
GUSS-ROHRSYSTEME,
Heft 46 (2012), S. 35 ff
[The impact of the new EN 545
on practical planning and
design for ductile iron drinking
water pipelines,
DUCTILE IRON PIPE
SYSTEMS,
Issue 46 (2012, p. 33 ff]

08.2018