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VITRIFIED CLAY PIPES FOR
PIPE JACKING FROM
STEINZEUG | KERAMO
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Table of contents Page
3
The most important economic and ecological advantages of
microtunnelling. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Comparison of the project costs (direct costs) of open-trench
construction and pipe jacking. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Comparison of the total costs (direct and indirect) of open-trench
construction and pipe jacking. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Standards and directives for vitrified clay jacking pipes . . . . . . . . . . . . . . 10
Standards and directives for jacking projects. . . . . . . . . . . . . . . . . . . . . . . 11
The trenchless mode of construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
House connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
Jacking methods for small diameter main lines . . . . . . . . . . . . . . . . . . . . . 16
Jacking pipes DN 150 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17
Jacking pipes DN 200 up to DN 500 with stainless steel coupling type 1 18
Jacking pipes DN 600 up to DN 1400 with stainless steel coupling type 2 19
Connections to standard pipes and manholes . . . . . . . . . . . . . . . . . . . . . . 21
Composite jacking pipes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
Jacking pipes with Keraline lining plates. . . . . . . . . . . . . . . . . . . . . . . . . . . 25
STEINZEUG | KERAMO reliner system. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
Service and consultancy by STEINZEUG | KERAMO . . . . . . . . . . . . . . . . . 29
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The most important economic and
4
Microtunnelling will not harm existing
vegetation. Roots in the line of the
sewer are only cut away in the region
of the cross-section of the cutter
head. In addition measures to lower
the level of the ground water are not
needed provided suitable construction
techniques are employed. In ground-
water collection areas and soils with
subsidence risks, pipe-jacking pro-vides additional benefits.
Since the greater part of the work of
laying a sewer takes place under-
ground and as the space required at
ground level is small, life and com-
merce can go on virtually undisturbed.
Pipe-jacking results in significantly
lower lost sales for merchants than
the open-trench method of pipelaying,
which impairs or prevents access to
their businesses. Noise, dirt and smell
are minimised.
The jacking doesn't depent on
weather conditions.
As a rule traffic can continue to
flow when microtunnelling is being
employed since the site facilities in
the region of the start shaft can be
kept compact and target and interme-
diate shafts can be covered after con-struction. Major traffic rerouting due
to open-trench construction causes
significant amounts of time to be lost
due to detoured traffic and time spent
on the detour route. That is accompa-
nied by high additional costs in terms
of work hours, fuel, road surface wear,
environmental damage, accidents,
and material damage to vehicles.
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ecological advantages of microtunnelling
5
Microtunnelling takes place beneath
existing service lines. The safeguar-
ding or diversion of these is either
minimal or unnecessary and road sur-
faces arent damaged.
Ability to construct sewers without
problems and in a cost-effective man-
ner near buildings or historic areas
since settlement of the soil is avoided
and expensive trench sheeting is not
required.Once jacked, the sewer is bedded in
ideal cicumstances and thanks to the
important wallthickness, can take very
high loads.
The amount of soil to be excavated,
transported and dumped is restricted
to the volume of the sewer line. There
are important cost advantages in con-
taminated soils, in water catchment
areas, in soils with a high water table
and weak soils.
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Comparison of the project costs (direct costs) of open-trench construction and pipe jacking
6
Berlin 1997
0 1,75 3,00 4,00 5,00 6,00
/m
3000
2500
2000
1500
1000
500
0
3,4
5mDN300
4,3
5mDN800
2,5
5mDN250
1,7
5mDN200
5,4
5mDN400
4,9
5mDN600
5,0
0mDN500
The large number of sewers that have beencommissioned and constructed in Berlin per-mit definite statements to be made on the rela-tive costs of the open trench and trenchless ormicrotunnelling modes of construction. Thetender prices in Berlin (D) were taken as thebasis for the preparation of the above exam-ple, which represents just one of a large num-ber. The graph shows e.g. that a vitrified clay
jacking sewer of DN 250 without groundwaterand a surface of concrete brick paving, can beinstalled at the same cost compared to opentrench starting from a dept of 2.55 m. With apavement in concrete or asfalt the equivalentdepth for this same diameter was reachedalready at a depth of 1.75 m (other graph).
With every sewer construction project, therelevant economic factors should be consid-ered at the planning stage for both the opentrench and trenchless modes of construction.Not least to be considered here are all the fac-tors of influence likely to increase costs with inparticular the open trench mode of construc-tion. These include the possible requirementto divert existing lines in advance and the traf-
fic light systems needed and the length of theconstruction period.If the costs appear approximately the same,the market should be challenged to submitalternative bills of quantities so that the mosteconomic method of construction can be seenand selected. Decisions to execute a projectby combinations of open trench and trench-less modes of construction often result fromsuch economic comparisons.The three most important parameters deter-mining the economic efficiency of micro-tun-nelling are:
Soil and ground water conditions - favour-able conditions permit lower estimates
Manhole to manhole lengths - long man-hole to manhole lengths give savings in thecost intensive setup times
Overall quantity of microtunnelling to becarried out - the costs of setting up andlater dismantling the site are spread overthe total project
The depth at which the sewer is to be laid isnot of decisive importance with micro-tunnel-ling since it affects the price per metre merelythrough the costs for the start, target andinspection shafts.
Comparison of the costs of constructing a sewer above the ground water table between open trench and
microtunnelling modes of construction with vitrified clay pipes (surface: interlocking paving stones)
Open trench
DN-200 DN-250 DN-300 DN-400 DN-500 DN-600 DN-800
Micro-tunnelling
Source: "Economic and environmentally-friendly construction of sewers and waste-water lines by micro-tunnelling" by Dipl.-Ing. Knut Mhring
Laying depth in m
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Comparison of the total costs (direct and indirect) of open-trench construction and pipe jacking
1. Indirect costs
Construction or reconstruction of roads and
sewers leads to direct costs (construction
costs) as well as indirect costs, also referred to
as social costs or external costs, which are not
borne by the contracting authority for the proj-
ect but instead by the general public. Possible
causes of such indirect costs include:
time lost due to having to travel a longer
route around closed-off roads;
time lost on the actual detour route by
persons already on that route, regardless of
the closed route; additional fuel costs;
additional material damage to vehicles and
the road surface, personal injuries, and
additional accidents with fatal consequenc-
es;
loss of sales by merchants along the route
of the work;
environmental costs due to additional
harmful emissions.
Some examples of other non-allocated costs
are the effect of reducing the groundwaterlevel, resulting in vegetation loss, damage to
the road surface outside the actual working
area, and psychosomatic medical problems.
2. Organising a case study
As it was suspected that the total cost (direct
plus indirect) of a trenchless implementa-
tion would be lower than the total cost of an
open-trench implementation, it was decided to
organise a study based on a significant spe-cific project: renovation of the roads and sew-
ers, using the open-trench method, along the
Stationsstraat and neighbouring streets in the
village of Nijlen, Belgium (Fig. 1). The Admin-
istrative Department of Roads and Traffic of
the Flemish regional government also contrib-
uted to this study. The initiative was provided
by Workgroup 8 of Vlario (1). The University of
Limburg (LUC & CBM) was commissioned with
carrying out the study of indirect costs. The
direct costs of the open-trench variant and thepipe-jacking variant were analysed by sewer
system experts of Vlario Workgroup 8.
The work consisted of replacing a DN 1250
collector with sewers with DN 1200 to DN
1600, including replacing the municipal mixed
sewer by a wastewater line (DN 300) and a
storm sewer system (DN 500). Although an
attempt was made to restrict traffic rerouting
by using phased execution, it was still nec-
essary to reroute traffic for a period of eight
months. Instead of the normal 3.2-km route,
an official detour with a length of 14.9 km
was established (Fig. 2). To make it possible
to estimate changes related to indirect costs,measurements were made before and during
the project with regard to traffic volume, sales
turnover of merchants, and accidents (Fig. 3).
Fig. 1: Sewer network in the centre of Nijlen, with the col-
lector beneath Stationsstraat
Fig. 2: Stationsstraat and detours
Fig. 3: Traffic measurement points
7
project
official detour
pumping-station
(1) See the http://www.vlario.be website.
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Comparison of the total costs (direct and indirect) of open-trench construction and pipe jacking
3. Arrangement of the pipe-jacking variant
The hypothetical pipe-jacking variant using
diameters of DN 600 to DN 1600 (concrete) is
portrayed in Fig. 4 and 5. Hydrodynamic simu-
lations were made for the various pipe-jacking
options (Fig. 4). Choosing these large diam-
eters made it possible to use long lengths,
including curved alignments, which reduces
costs (Fig. 5). This variant included jacking a
pipe below the existing collector, to be con-
verted into a storm sewer after several renova-
tions, which were also included in the costing.
The house connections would be made to twoservice sewers in vitrified clay DN 200 laid in
open trenches beneath the pedestrian pave-
ments (Fig. 6). Underground connections to
the collector would be made every 75 m, using
DN 200 vitrified clay jacking pipes.
4. Comparison of direct costs
All direct costs of the open-trench variant were
asked for and these of the jacking alternatives
were calculated based on experience. Both
were compared and the pipe-jacking solutionat a direct cost of 5.2 million proved to be
29% more expensive than the open-trench
variant at a total cost of 4.0 million.
5. Indirect cost items for the open-trench
implementation
The changes in traffic volumes during the eight
month closure of the Stationssteenweg were
determined for the project area, the official
detour route, and the 'short-cut' routes. For
the eight-month duration of the detour and
the three sorts of vehicles for which data was
recorded (heavy traffic, light lorry traffic and
passenger cars), that resulted in 72,998 hours,
or the equivalent of 45 unemployed persons
for a period of 1 year.
5.1 Time cost
Based on 20 internationally recognised stud-
ies, cost rates of 50, 25 and 15 /h were usedFig. 4: Results of modelling the pipe-jacking variant for a
rainfall recurrence period of 5 years
Jacking sections : length DNfrom to m mmK2-K1 293 1200K2-K3 159 1200K4-K3 117 600K5-K3 314 1200K11-K8 445 1200K11-K12 136 1600K13-K12 217 1600K13-K14 112 600
K15-K14 119 600K15-K16 107 600K13-K17 132 1600total lengths by DN:DN 600 : 454 mDN 1200 : 1577 mD 1600 : 485 m
Fig. 6: Cross-section of the pipe-jacking variant
Fig. 5: Plan view with pipe-jacking options
8
pumping-station
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Comparison of the total costs (direct and indirect) of open-trench construction and pipe jacking
for the different sorts of vehicles, which yiel-
ded a total cost for lost time of 403,069 due
to delays on the detour route and 1,344,181
due to actual travel on the detour routes.
5.2 Fuel cost
This was calculated to be 406,224 for the
three sorts of vehicles.
5.3 Lost sales
Here a distinction was made between com-
panies and merchants. Sales turnover data
are freely available on request for the first cat-
egory. For the second, estimates were made
based on average figures. From studies, it wasalso known that a merchant suffers a loss on
sales of practically 70% if he is inaccessible.
To obtain a conservative figure, only a net loss
of 50% of margin was calculated for the lat-
ter group. That yielded a total figure of 3.1
million in lost sales for the first category and
412,988 for the second category.
5.4 Accident costs
The net increase in accidents, classified into
material damage only, light injuries, severe
injuries and fatal accidents, could be deter-mined based on questioning the police and
fire departments and using accident statistics.
Although this indirect cost item was calculated
for informational purposes, it was not included
in the rest of the comparison due to several
uncertainties.
5.5 Infrastructure wear and tear
This could also be estimated well based on
an internationally recognised method, but
this cost item as well was only mentioned forinformational purposes and not included in the
ultimate comparison, due to limited substan-
tiation of the method.
5.6 Environmental costs
These costs were estimated based on a large
number of studies. However, as the results
were not particularly consistent, this cost item
was also not incorporated in the rest of the
comparison.
6. Indirect cost items for the jacking imple-mentation
The indirect costs for this implementation vari-
ant were estimated in the same manner as
described in Section 5.
7. Comparison of the total costs
The sum of the direct and indirect costs of
open-trench installation was 6.7 million, while
the sum for the pipe-jacking variant was either
5.7 million or 5.4 million (hydraullically opti-
mised jacking variant).
8. Development of a model for future com-
parisons
The formula shown below includes all the cost
items estimated in the study (direct+indirect). It
can be used to make assessments of the total
costs of project variants in comparable situ-ations, based on a number of measurements
and local surveys.
9. Conclusions The direct project cost of the open-trench
project, excluding renewal of the pavement,
amounted to 4.0 million;
The project cost of the variant using pipe-
jacking (5.2 million) would be only 29%
higher;
The indirect costs of the open trench
variant would be 63% of the project cost.
The previously mentioned indirect costs
due to accidents, infrastructure wear andenvironmental costs are not included in that
figure. Were that to be done, the percent-
age would rise to 72%;
The indirect costs for pipe jacking would
amount to only 10% of the project cost for
that variant;
The total cost (direct + indirect) of the pipe-
jacking variant would be 1.3 million less
than for the open-trench implementation;
With a certain amount of refinement, the
method formulated on the basis of thisproject should make it possible to take the
external costs of infrastructure projects
into account in a scientifically acceptable
manner when assessing implementation
options.
9
*
* EK = Total additional charge
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Standards and directives for vitrified clay jacking pipes
10
STEINZEUG | KERAMO jacking pipes are man-
ufactured and inspected in accordance with
internal and external control procedures. They
are described in the EN 295 standard and the
ZPWN 295-1 standard, which contains a num-
ber of more severe requirements.
Certificates of approval for jacking under rail-
way lines are also available for these vitrified
clay pipes. They confirm that the pipes meet
the requirements of organisations such as the
Deutsche Bundesbahn (German Federal Rail-
ways), and the certification process include
cyclic tests to demonstrate resistance tofatigue phenomena in the presence of alternat-
ing loads.
Leak-tightness
The joints are tested in accordance with EN
295, which means that they are guaranteed
to be leak-tight at 0.5 bar, including the
angular deflections and radial loads speci-
fied in the standard. They are also tested
in accordance with ZPWN 295-1(1) and ATV
A142, with guaranteed leak-tightness at
2.4 bar. Leak-tightness is also tested at anexternal pressure of 6 bar, which provides a
high level of security against penetration of
soil slurries and bentonite.
Corrosion resistance
Vitrified clay material is resistant to all types
of chemicals over the entire wall thickness.
The resistance of the vitrified clay material
and seals is tested using chemicals, including
sulphuric acid at pH 0 and NaOH at pH 14, in
conformance with EN 295 and ZPWN 295-1. High mechanical strength
Vitrified clay jacking pipes generally have
greater wall thicknesses than correspond-
ing standard vitrified clay sewer pipes. That
results in high crown pressure ratings and
high resistance to ground and traffic loads.
Strength in the length direction is the most
important factor for jacking pipes, because
they must withstand the high jacking forces
necessary to overcome the resistance of
the cutting face and the external pipe sur-face. According to the EN 295 standard,
the longitudinal compressive strength of
the surfaces that transfer the force between
pipe sections must be at least 75 N/mm.
STEINZEUG | KERAMO guarantees a value
of at least 100 N/mm. That is higher than
the values stated for other types of current
jacking material. It allows very high jacking
forces to be used, although this capabil-
ity is only partially utilised in practice. The
glazed outer surface of the pipe strongly
reduces friction between the pipe and the
surrounding soil.
High abrasion resistance
Vitrified clay has high abrasion resistance,
which is equally true for the glaze and the
rest of the wall. Abrasion values encoun-
tered in the tests are approximately 0.08
mm, which is much lower than the typicalabrasion values of 0.2 mm to 0.5 mm after
100,000 load cycles measured using the
Darmstadt test as specified in the EN 295
standard or the maximum value of 0.25
mm in the ZPWN 295-1 standard. Abrasion
does not accelerate even with extended
load cycles, such as up to 400,000, in
contrast to what is often suggested in data
sheets for competitive materials. The depth
of abrasion remains limited to 0.3-0.8 mm
after 400,000 cycles. Compared with thelarge wall thicknesses of vitrified clay jack-
ing pipes, that represents a negligible loss
of wall thickness.
Resistance to high-pressure cleaning
The requirement included in the ZPWN
295-1 standard is met (resistance with
regard to a standardized maintenance
cleaning test at 120 bar and an deblocking
test at 340 bar). Here again, vitrified clay
scores considerably better than many othertypes of material.
Temperature resistance
Pipes and seals are tested at up to 70 C.
Vitrified clay pipes can also tolerate even
higher temperatures.
Long service life
After being properly installed, vitrified clay
pipe requires very little maintenance. As vit-
rified clay scores very high with respect to
all the requirements that must be imposed
on sewer pipes, vitrified clay pipes attainvery long service lives. The important pro-
perties mentioned above do not degrade
over time. That's especially true for jacking
pipes, because they are structurally over-
dimensioned for their subsequent use and
optimally bedded in the ground.
(1) ZPWN 295-1 is an internal manufacturer standard of STEINZEUG | KERAMO.
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Standards and directives for jacking projects
11
Environmental friendliness
The raw materials for manufacturing vitri-
fied clay pipe are clay and recycled materi-
als from the ceramic industry. Mining of the
raw materials and subsequent restoration
of a natural environment take place in an
environmentally friendly manner. In addi-
tion, the environmental impact of manu-
facturing of vitrified clay is relatively small
compared with most other types of sewer
materials. The long service life of vitrified
clay is an additional decisive factor in this
regard. No polluting products are generatedat the end of the life cycle.
Standards and directives for design and
implementation
European standard EN 12889 describes vari-
ous techniques and requirements that must be
imposed on the preliminary study, design and
implementation processes. It also describes
the tests that must be performed following
installation (visual inspection and leakage test-
ing).
De European standard EN 14457 describes
the general requirements for componentsspecifically designed for use in trenchless con-
struction of drains and sewers.
For Germany the DIN 18319 "technical speci-
fications for pipe drilling work", is important.
This is also the text whereon the VOB direc-
tives are based, dealing with tender docu-
ments.
DWA (formerly ATV) directiveA125 specifies
a more thorough and detailed set of require-ments with regard to machine technology,
pipes, design and implementation.
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The trenchless mode of construction
12
At the present time two remote steered meth-
ods for the construction of underground
sewers are in use. These two methods are
described below in accordance with ATV work-
ing sheet A 125 - microtunnelling:
Shield pipe jacking (Slurry system)Jacking of casing or media pipes is realised
with simultaneous full cross-section removal
of the soil from the working face, counter bal-
anced by mechanical and hydraulic loads.
Surveying is carried out with a laser beam.
Changes in direction are executed with the aid
of a cutter head able to be swivelled hydrauli-
cally.
The spoil is continuously removed, usually
by means of a hydraulic system. The slurry
medium is recirculated through a pipe system
placed inside the vitrified clay pipes, which is
lengthened each time a new pipe is inserted.
The pressure required for the slurry medium is
controlled by a supply and discharge mecha-
nism. If water is used as a slurry medium, it is
normally adequate to use settlement basins. If
bentonite suspensions are used, special sand
removal equipment is used. The drive for the
cutting head and for the steering cylinders are
located in the jacking shield. In general this
method is used for pipes of external diam-
eters up to 1850 mm and manhole to manhole
lengths of up to 250 m in earth and rock withand without ground water, the particular man-
hole to manhole length possible depending on
the nominal size of the pipes.
The cutting wheel to be used on the cutter
head is selected on the basis of the composi-
tion of earth. Use of the correct tools selected
in accordance with the consistency of the soil
and the anticipated size of the stones enables
the rate of microtunnelling to be optimised.
Cutter heads for rock can be used from DN
500. The expert reports on the soil, which are
essential for microtunnelling, can be prepared
in accordance with DIN 18319, VOB part C.
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The trenchless mode of construction
13
Thrust boring pipe jacking (Auger system)
Jacking of casing or media pipes with simulta-
neous removal of the soil at the working face
by a cutter head. The cutting face is mechani-
cally supported by the cutting head and via the
ground brace ahead of the auger. Surveying
is carried out with a laser beam. Changes indirection are executed with the aid of a cutter
head able to be swivelled hydraulically.
Removal of the soil is carried out continuously
with the aid of auger flights. The auger rotates
inside a metal tube that is extended in length
each time a successive vitrified clay pipe is
inserted. Cutter head and auger flights are
driven as a rule from the start shaft or pit. The
area of application of this method covers in
general pipes of external diameters up to 1300
mm and manhole to manhole lengths of up to
100 m. In the case of cohesive soils of firm
consistency, excavating and conveying of the
soil can be facilitated by injecting water, possi-
bly under high pressure, at the working face.
If groundwater is present ahead of the tunnel
shield, additional measures can be taken, such
as pressurising the entire system or fitting a
lock system to the jack.
A container is placed over the jacking pit or
immediately adjacent to this. This enablesthe work to be carried out at the site more or
less regardless of the weather even in winter
months.
The width of the container is such that in
general the site only occupies one traffic lane
so that traffic can pass the site with relatively
little disturbance on one half of the road or
with the aid of traffic control signals.
Sewers can also be renewed by the pipe
cracking or pipe eating methods with the aid
of this method. Further information is available
on request.
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Underground construction of a house con-
nection to a main sewer
The connection is achieved here with the aid
of a 4 phase system:
1. Steered drilling from a start shaft to a main
sewer with the aid of a line of special steel
casing pipes.
2. Removal of the auger flights and fitting of a
diamond core bit and a line of drilling rods.
Trepanning of the main sewer with camera
monitoring. Removal of the drilling core.
3. Slip lining of the DN 150 vitrified clay pipe
with a special sealing element at the top
of the first pipe. Pressing of the sealing ele-
ment into the wall of the main sewer with
camera monitoring.
4. Withdrawal of the steel casing and filling of
the resultant annular void.
House connections
14
Tunnelling with pilot rods and laser guid-
ance
A line of hollow steel pilot rods, which can be
connected together, is first jacked into the
ground from the start shaft or pit displacing
the soil. The short lengths of the rods enable
them to be removed in a shaft of DN 1000.
Monitoring that the system axis is being fol-
lowed is carried out with the aid of a theodo-
lite or laser system. Changes in direction are
brought about by turning the beveled pilot rod
head from the start shaft. When the tip of the
first pilot rod has arrived in the target shaft or
target pit, a recoverable steel pipe is connect-
ed, with the aid of an adaptor, to the last pilot
rod that has been inserted.
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House connections
15
Underground construction of a house con-
nection from a main sewer
This process is carried out in 2 phases. Thethrust boring unit is fitted in an existing sewer
or tunnel and can be aligned for any inclination
up to 90.
The minimum size for the installation of the
jacking unit is a man sized main sewer of
at least 1200 mm. The unit is transported
through the pipe on a trolley to the previously
surveyed connection point. The opening for
the jacking process is produced by trepanning.
On the completion of work, the annular spaceremaining between the pipe and the trepanned
hole is sealed in a watertight manner with the
aid of a specially designed rubber link chain.
Berlin mode of constructionThe Berlin mode of construction is based on
the consistent application of steered micro-
tunnelling for both main sewers and house
connections from cylindrical start and target
shafts. The shafts sunk for the micro-tunnel-
ling of the main sewers are also used as the
starting points for the driving of the house-
connections. The latter are driven to the differ-
ent properties in star form. On the completion
of all microtunnelling work, the start and targetshafts are converted into inspection manholes.
In addition to offering economic advantages
in terms of construction, the execution of the
house connections to the inspection manholes
in straight lines offers many operating advan-
tages such as the ease of cleaning and the
checking of lines.
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Jacking methods for small diameter main lines
16
Microtunnelling of DN 200 main sewers
The steered method of producing house con-
nections from main sewers by the pilot jacking
pipe technique is also used for constructing
small DN 200 main sewers underground with
manhole to manhole lengths up to 60 m. An
overall more robust version of the equipment
makes this work possible. The use of this sim-
ple technique enables microtunnelling to beoffered very competitively so that it gives cost
advantages over the open trench method even
at shallow depths of laying.
By expanding in stages with the aid of an
enlarging cutting head for DN 250, DN 300
and DN 400, microtunnelling of short manhole
to manhole lengths can also be carried out in
these nominal sizes by this pilot jacking pipe
method.
Crossing under lines of German Railways
STEINZEUG | KERAMO's vitrified clay jack-
ing pipes in nominal diameters of DN 150 up
to DN 800 have general approval for crossing
under lines of the German Railways. This use
is also specifically permitted for DN 1000. The
foundation for the granting of approval are the
test regulations for vitrified clay jacking pipes
laid down in DIN EN 295 and RAL RG 534 VT(i.e. fatigue strength under pulsating load).
Fitting of a CreaDig vitrified clay jacking pipe in the third phase of the pilot rod jacking pipe method - manhole to manhole length 56 m.
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Jacking pipes DN 150
DN 150 jacking pipe with glass fibre rein-
forced polypropylene coupling
Vitrified clay DN 150 jacking pipes are used
in the construction of house connections by
microtunnelling. Pipe and seal form one unit,
this being the precondition for high corrosion
resistance, pipe rigidity with joint flexibility,
tightness and resistance to shearing loads.
The spigots of the jacking pipes are ground
parallel. The coupling consists of glass fibre
reinforced polypropylene.
Vitrified clay DN 150 jacking pipes can be
connected to STEINZEUG | KERAMO stan-
dard pipes directly with the jacking coupling
or via the universal M-seals. Special adap-
tors are not required. DN 150 jacking pipes
have also proved themselves for the making
of connections underground to existing sew-ers by remote control. Via an adaptor espe-
cially developed for this purpose ("System
Bohrtec"), the line of pipes is reliably and tight-
ly connected to the main pipe. In this process
the connection sewer is installed to the main
sewer by underground construction.
17
d1 dM dkd3
e b
l1Direction of jacking
k
Coupling made of glass fibre reinforced polypropylene
"System Bohrtec" adaptor sleeve, drilled hole diameter 187 mm.
DN
Diameter of the pipes CouplingEffective
lenghtRecess
Maximum permissible
jacking force Average
weightInternal Pipe end Pipe body Diameter Width l1 e F1
(3) F2(4)
d1 d3 dM(2) dk bk mm mm kN kN kg/m
150 +/-2 186 +/-2 213 +0/-4 207 +/-1 103 +/-1 997 +/-2 50 +3/-1 170 210 36
Dimensions in mm, subject to technical changes (2) dimensions measured with sliding calliper (3) F1: working jacking force with manualrecording, safety factors 2 and 2 (4) F2: working jacking force with automatic recording and control, safety factor 2 and 1,6
Technical changes reserved.
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d1 dM dKd3
e bK
l1Direction of jacking
Dz
packing ring in rubber elastomer for
DN 200 to 300, in particle board
for DN 400 to 500
Sk
Jacking pipes DN 200 up to DN 500 with stainless steel coupling type 1
Jacking pipes from DN 200 up to DN 500with Type 1 stainless-steel coupling
The coupling for pipes in these diametersconsists of a contoured stainless-steel ring(V4A Type EN 1.4571 (according to BS: 320S 31)). This stainless steel has a high chromeand nickel content and a relatively significantmolybdenum content. That makes it highlyresistant to corrosion in aggressive soils (resis-tant to acids, chlorides and halogens). Themoulded elastomer seal is integrated into thering. The packing ring, which transmits the
jacking force is also made from elastomer for
diameters up to DN 300 and forms a unit withthe moulded sealing ring. For DN 400 and DN500, the packing ring is made from fibreboardand is pre-fitted in the coupling. All pipes aresawn at both ends to yield parallel end faces.The spigot ends are milled for diameters fromDN 250 to DN 500.
The precision ground spigots as for largerdimension jacking pipes permit a safe internal
working pressure of 2.4 bar being the require-ment for water protection zone II.
The sealing capabilities of the coupler due toits special design not only guarantees jointintegrity, but ensures full protection from theingress of matter during the jacking process.
Manhole to manhole lengths which are eco-nomic with vitrified clay jacking pipes:DN 250 60 to 80 m (120 m)
DN 300 60 to 90 m (120 m)DN 400 80 to 120 m (140 m)DN 500 80 to 120 m (150 m)
The values in brackets give the maximum
manhole to manhole lengths which have been
driven up to the date of publication.
V4A Stainless steel coupling type 1
18
DN
Diameter of the pipes CouplingEffective
lenght
Maximumpermissible
jacking force
Average
weight
Internal Pipe end Pipe bodye
dK
+/-1
bK
+/-1,5
SK
+/-0,2
DZ
+/-1
l1
+/-1
F2(3)
kg/m
d1 d3 dM(2) kN
200 +/-3 244 +/-2 276 +0/-650
+3/-1267,8 103 1,5 4 996 2 350 60
250 +/-3 322 +0/-1 360 +0/-650
+3/-0342,8 106 1,5 5
995
1995810 105
300 +/-5 374 +0/-1 406 +0/-1050
+3/-0395,8 106 2,0 5
995
19951000 125
400 +/-6 517 +0/-1 556 +0/-1250
+3/-0538,0 111 +/-2 2,0 10(4)
990
19902200 240
500 +/-7,5 620 +0/-1 661 +0/-1555
+3/-0639,5 127 +/-2 2,5 16(4)
984
19842700 295
Dimensions in mm (2) dimensions measured with sliding calliper (3) F2: jacking force for automatic recording and control, safety factors 2and 1,6 (4) particle board technical changes reserved special dimensions on demand Technical changes reserved.
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1400 1400 +/-30 15401630
+0/-60 70 1555 6 143 19 1530 1442 1981 on request 1240
Jacking pipes DN 600 up to DN 1400 with stainless steel coupling type 2
Jacking pipes from DN 600 up to DN 1400
with Type 2 stainless-steel coupling; Clamp-
ing (prestressing)ring on demand
The coupling for pipes in these diameters
consists of a stainless-steel ring (V4A Type EN
1.4571 (according to BS: 320 S 31)). This is
a stainless steel with high chrome and nickel
content and a relatively significant molybde-num content. That makes it highly resistant
to corrosion in aggressive soils (resistant to
acids, chlorides and halogens). The moulded
rubber seal is integrated in a milled groove.
The packing ring for transferring the jacking
force is made from particle board and is pre-
fitted to the coupling. All pipes are sawn and
milled at both ends to yield parallel end faces.
On demand a clamping (prestressing) ring is
fitted at each spigot end. This ring increases
the permissible jacking force and provides
additional protection in case of relatively poor-
ly controlled steering motions during jacking or
when angular deflections occur due to varia-
tions in soil conditions. Research has shownthat this clamping ring effectively absorbs any
adverse tension stresses that may occur in the
event of angular deflections. For the pipe and
coupling dimensions of the variant with pre-
stressing ring see the table on this page. For
the variant without prestressing ring see the
table on next page.
d1 dM
dkd3
e bk
l1Direction of jacking
Profiled ring
sk
Particle board
Dz
With prestressing ring in stainless-steel(width: 30 mm 0,5, thickness: 4 mm 0,2)
19
DN
Diameter of the pipes End CouplingPressure transfering
ring
Effective
length Maximum permissible
jacking force
Average
weight
Internal Pipe endPipe
bodye
2
dK
1
SK
0,2
bK
1
dZ
1
dZa
1
dZi
1
l1
1
kg/m
Toleranceson d1
d3+0/-1
dM(2) F2(3)
kNkN
600 +/-9 723766
+0/-1870 731 3 143 19 713 615 1981 3100 350
700 +/-12 827870
+0/-2470 837 4 143 19 816 715 1981 3300 434
800 +/-12 921970
+0/-2470 931 4 143 19 911 823 1981 3700 507
1000 1056 +/-15 12181275
+0/-3070 1230 5 143 19 1208 1077 1981 5700 855
1200 1253 +/-18 14081475
+0/-3670 1422 6 143 19 1397 1277 1981 6400 990
Dimensions in mm (2) dimensions measured with sliding calliper (3) F2: jacking force for automatic recording, safety factors 2 and 1,6 subject to technical changes dimensions without prestressing ring available on demand Technical changes reserved.
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d1 dM
dkd3
e bk
l1Direction of jacking
sk
Particle board
Dz
Stainless steel sleeve V4A
Jacking pipes DN 600 up to DN 1400 with stainless steel coupling type 2
(1) Dimensions in mm (2) Calculated from circumference (U)=U/p (3) F2: Jacking force for automatic recording. Safety factors 2/1.6 (4)particle board Technical changes reserved.
Without prestressing ring in stainless-steel
DN
Diameter of the pipes End CouplingPressure trans-
fering ring (4)Effective
length Maximum permissible
jacking force
Average
weight
Internal Pipe end Pipe body
e
2
dK
1
SK
0,2
bK
1
dZ
1
l1
1
kg/m
Toleran-
ces on d1
d3(2)
+0/-1 dM
F2(3)
kN kN
600600
+/-9723
766
+0/-1870 731 3 143 19 1981 3000 350
700700
+/-12827
870
+0/-2470 837 4 143 19 1981 3000 434
800800
+/-12921
970
+0/-2470 931 4 143 19 1981 3000 507
10001056
+/-151218
1275
+0/-3070 1230 5 143 19 1981 3000 855
Intermediate jacking stations can be used with
diameters of DN 600 and above. This can be
also be advisable for long jacking distances
and when jacking forces exceeding the speci-
fied limits are anticipated. The intermediate
jacking stations are coupled to the spigot ends
of the vitrified clay pipes (refer to the dimen-
sion table for jacking pipes) and recovered in
the target pit or an intermediate shaft.
Manhole to manhole lengths which are eco-
nomic with vitrified clay jacking pipes:
DN 600 80 to 140 m (170 m)
DN 700 80 to 140 m (170 m)
DN 800 80 to 140 m (130 m)
DN 900 80 to 160 m (180 m)
DN 1000 80 to 160 m (195 m)
The Online Load Control (OLC)-system
The Online Load Control (OLC)-system mea-
sures the angular deflections between jacking
pipes and calculates continuously the permis-
sible jacking force. Countermeasures such as
angle corrections, dilator, additional greasing,
can be taken. A possible overload of the
pipes is early signalized and problems on site
are avoided.
20
Detail of the measurement technique
Jacking
pipe1
Jacking
pipe2
Sensors
Sensors
Pressure transfer ring
Distance holders
Distance holders
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85
Connections to standard pipes and manholes
Rocker pipe for connection of jacking pipesto standard pipes with two different outsidediametersFor the connection to chambers or v.c. pipesnormal or high strength
Vitrified clay adaptors are used for the transi-tion to standard and high load series socketedpipes. The adaptors consist of 1.0 m long
jacking pipes with a coupling on one end andthe other end milled to the external diameter of
the pipe to which the adaptor should be con-nected. With the aid of a P-ring, the transitionto "K" or "S" jointed pipes (in accordance with
jointing system C) can be created.A further way of achieving the transition from avitrified clay jacking pipe to a vitrified clay sock-eted pipe is provided by the use of an bush ringto equal out the different diameters. Then, with
the aid of the metal banded flexible coupling(M-seal type 2B), a watertight and reliable con-nection is created. The external diameters of thecomponents to be connected must be deter-mined precisely prior to ordering the bushes.
Pipe Diameter Nominal Average
length weight
DN d1 d3 d3 dM l1
+0/1 +0/1 max. +/1 kg/pc
(N) (H)
250 +/-3 299 318 360 +0/-6 1000 105
300 +/-5 355 376 406 +0/-10 1000 125
400 +/-6 486 492 556 +0/-12 1000 240
500 +/-7,5 581 609 661 +0/-15 1000 295
600 +/-9 687 721 766 +0/-18 1000 350
Dimensions in mm; technical changes reserved
Coupling type 1 or 2
In the standard and high load series, transitions
to socketed pipes with "K" and "S" joints in
accordance with system C can be achieved withthe aid of the adaptor ring (P-ring).
DN 250 - DN 600 adaptor
Optionally with coupling type 1 or to.Optionally with d3 dimension for standard or high load pipes.
M-seal (type 2B)
Jacking pipe DN 500
covered steel
coupling or V4A
Standard v.c. pipe
Cut off milled spigotBush of rubber elastomer; b = 80 mm
(thickness must be matched to the dif-
ference to be bridged)
21
Outsite diameter
(mm)
thickness (mm)
4 8 12 16 24 32
160 to 199 x x x x x
200 to 299 x x x x x x
300 to 1399 x x x x x
DN(mm)
Externaldiameter
dM
Metal banded flexible coupling type 2B
v.c. normal strengthclass (N)
v.c. high strengthclass (H)
150 213 190-215 or 200-225
200 276225-250 with
bush 16 mm thick265-290
300 406335-360 with
bush 24 mm thick385-410
400 556460-490 with
bush 32 mm thick495-525 or 510-540 or
520-550
500 661570-600 with bush
40 mm thick (16 and 24)610-640 or 630-660 or
650-680
600 766 685-715 730-760 or 750-780
700 870 800-830 or 820-850 860-690
800 970 900-930 or 920-950 970-999
Width metal banded flexible coupling type 2B DN 150 and DN 200: 150 mm
Width metal banded flexible coupling type 2B = DN 250: 190 mm
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1400 1400 +/-30 1540 1630 +0/-60 70 +/-2 1555 143 +/-1 19333
500
415
620
Connections to standard pipes and manholes
DN
Diameter Coupling LengthAverage
weight
d1 d3 dM e dK+/-1
bK DZ+/-1
l1+/-1
kg/pc
200 +/-3 244 +/-2 276 +0/-6 50 +3/-1 267 103 +/-2 4333
500
20
30
250 +/-3 322 +0/-1 360 +0/-6 50 +3/-0 343 106 +/-2 5333
500
35
53
300 +/-5 374 +0/-1 406 +0/-10 50 +3/-0 395 106 +/-2 5333
500
42
63
400 +/-6 517 +0/-1 556 +0/-12 50 +3/-0 538 111 +/-2 10333
500
80
120
500 +/-7,5 620 +0/-1 661 +0/-15 55 +3/-0 640 127 +/-2 16333
500
99
148
600 +/-9723 (719)
+0/-1
766 (766)
+0/-18
70 (65)
+/-2731 (729)
143 (130)
+/-119 (16)
333
500
117
175
700 +/-12827 (815)
+0/-1
870 (866)
+0/-24
70 (65)
+/-2837 (827)
143 (130)
+/-119 (16)
333
500
127
190
800 +/-12921 (921)
+0/-1
970 (971)
+0/-24
70 (65)
+/-2931 (933)
143 (133)
+/-119
333
500
154
230
1000 1056 +/-151218 (1117)
+0/-1
1275 (1182)
+0/-30
70 (65)
+/-21230 (1129)
143 (133)
+/-119
333
500
195
292
1200 1253 +/-18 1408 1475 +0/-36 70 +/-2 1422 143 +/-1 19333
500
329
495
The dimensions within brackets concern the jacking pipes without prestressing rings. Technical changes reserved.
Short length pipes for jacking pipes
For the connection of jacking pipes to inspection chambers. Connection with the jacking sleeve
coupling or with the metal banded flexible couplings M type 2B
DN 200 up to DN 500 with coupling V4A Type 1.
DN 600 up to DN 1400 with coupling V4A Type 2
22
A: with jacking sleeve coupling type 1 or 2 with integrated packing ring
B: unprocessed
C: spigot/plain end without coupling
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on request
Composite jacking pipes
Quality with quality markThe vitrified clay inliner is manufactured inaccordance with the technical requirementsfor the standard load series of STEINZEUG |KERAMO to DIN EN 295, part 1 or, as the casemay be, ZPWN 295-1. The glazed inliner is cutplane parallel and milled obliquely in the exter-nal region of the spigot. Here the spigots are
dimensioned in such a way that conformity ofthe adjacent pipe inverts is ensured to DIN EN295 and ZPWN 295-1. The concrete body ofthe composite pipe, which bears the static anddynamic loads, is manufactured in accordance
with the FBS (Technical Association for Con-crete and Reinforced Concrete Pipes) qualityguide lines and the requirements of the ATVworking sheet A 125 "Microtunnelling".
Special versions, e.g. adaptors, connectors, non-standard lengths, non-standard external diameters on request. * Standard versionTechnical changes reserved
Reinforced concrete
Vitrified clay
23
DN
Pipe dimensions (1) External seal *Internal
seal
Packing-
ring
Max. permissible
jacking forceAverage weight
d1 d3dF
+0/-1
dM
+0/-10
e
+0/-3
l1
+/-1
SK
min
bK
min
b
+/-1
DZ
+/-1
F
kNkg/m
300 on request
400 404 +/-8 486 +/-8 475 864/764 65 1980 8 200 132 19 2523/1900 1130/820
500 496 +/-9 581 +/-9 572 1105/965 65 1980 8 200 132 19 4750/2650 1850/1320
600 597 +/-12 687 +/-12 679 1105/965 65 1980 8 200 132 19 3774/2200 1630/1080
700 -
1400
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Composite jacking pipes
The double-seal system
The composite jacking pipe has an inner and
an outer seal. The inner seal, ensures that a
line of vitrified clay pipes is corrosion resistant.
It consists of stainless steel with seals of rub-
ber elastomer.
The outer seal consists usually of a steel
sleeve type coupling combined with a self-
lubricating axial face seal and a steel guiding
ring.
This double-seal system in combination with
a control pipe integrated in the concrete wall
enables the system to be used in water pro-tection zone II (requirement: double pipe sys-
tem). With this system, the testing of the two
sealing systems as required by DIN EN 1610
can be carried out via the control pipe with
water or air. Since the control pipe is led to
the inspection manholes, the tests can also be
carried out at regular intervals. However, when
use is made of the control pipes, care must be
taken that the composite jacking pipes do not
rotate relative to one another. To prevent this,
guide pins are provided in each pipe.
The sealing systems including the packing ring
are supplied factory fitted and ready to use so
that installation can be carried out on site rap-
idly and reliably.
The advantagesFor the construction phase:
Highest static and dynamic loads
High permissible jacking forces
Greater distance between inspection
shafts
Leakproof concrete surface and
precise external diameter
A number of nominal size sewers can
be produced with one cutter head diam-eter
The jacking process is insensitive
to changing soil strata, coarse gravel
deposits and rubble
For operating:
Hydraulic smoothness
Resistant to high pressure flushing
Corrosion resistant
Resistance to all substances found in
waste water from pH 1 to pH 13
Incombustible even in catastrophic situ-
ations (flammable liquids running into
the sewer)
The double-seal system enables a leak-
age monitoring system to be installed
(permitting use of the system
in water protection zone II and/or in con-taminated soils)
Very long service life enables very low
depreciation rates
The packing ring has a
milled, radial groove at
regular intervals.
2 guide pins,
16 mm
Control pipe
Arrangement of the control pipe and guide pins.
Perforated stainless steel pipe
Control pipe
Detail of control pipe: transition in the region of the packing ring
24
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Jacking pipes with Keraline lining plates
; ; ; ; ;
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;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
;
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;
; ; ; ; ; ; ; ; ; ; ;
; ; ; ; ; ; ; ; ; ; ;
; ; ; ; ; ; ; ; ; ; ; ;
; ; ; ; ; ; ; ; ; ; ; ;
;
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Keraline jacking pipe and sealing system
The Keraline jacking pipes of vitrified clay are
subjected to continuous quality monitoring in
our works and also to external monitoring by
an independent institute. The ceramic plates
comply with the EN 1441 standard and vari-
ous internal quality specifications (chemical
resistance, erosion resistance, adhesion of
the joint epoxy and resistance to high-pres-
sure cleaning), while the reinforced concrete
pipe of the concrete portion complies with theFBS quality guideline and others. The epoxy
resin for sealing the joints is manufactured in
accordance with DIN 53457. The jacking pipes
mature standing vertically in the mould so that
the requirements of ATV working sheet A 125
"Microtunnelling" are fulfilled. The ceramic tiles
are resistant in the range from pH 0 to pH 14,
External seal /Sleeve type cou-
pling ring FE 3601
Axial face seal
Reinforced concrete
Internal seal IGLU profile of
rubber elastomer
Face ends of the ceramic
elements sealed with
epoxy resin
Ceramic elementswith epoxy resinjoints
Not to scale
25
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Jacking pipes with Keraline lining plates
while the epoxy material is resistant to most
acids, alkalis, fats and oils in the range of pH 1
to pH 13.
Keraline jacking pipes have an inner and outer
seal. The inner seal closes the lining with
KeraLine elements by compression of a seal-
ing element of rubber elastomer against the
face of the ceramic elements at the pipe end.
The outer seal consists usually of a steel
sleeve type coupling combined with a selflubricating axial face seal.
The Keraline system
Custom made elements of ceramic split tiles.
The basic elements are 50 cm wide and 100,
200 or 300 cm long. Special dimensions are
possible. The curvature of the elements is setwith a template. In this way jacking pipes with
ceramic elements in special shapes such as:
egg shape
mouth profile
rhombic profile
partial linings
can be produced. The joints between the tiles
are grouted in our works with epoxy resin.
The specially manufactured backs of the
ceramic split tiles are provided with dovetail
shaped anchors. These ensure a secure linkbetween the two raw materials, namely ceram-
ic and reinforced concrete. The key feature
here is the very similar coefficients of expan-
sion of the two materials. Signs of loosening
are unknown for this or other reasons (e.g.
vapour diffusion). The grouting with epoxy
resin between the tiles and between the plates
guarantees a corrosion proof lining system.
Technical data, ceramic split tiles EP resin
Size 242 x 117 x 13 mm Density 2,3 g/ cm3
Density 2,3 g/ cm3 Beam strength 70 N/ mm2
Beam strength 25 N/ mm2 Compressive strength 130 N/ mm2
Scratch hardness to MOHS 7 Elastic modulus 23.000 N/ mm2
Elastic modulus 50.000 N/ mm2 Linear coefficient of thermal expansion 4,0 x 10-5 1/K
Linear coefficient of thermal expansion 6,5 x 10-5 1/K Chemical resistance ph 1 13
Chemical resistance 28 days in H2SO4 70 Vol. %
KOH 200g /litre,
No changes
26
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STEINZEUG | KERAMO reliner system
STEINZEUG reliner system
In terms of their technical properties and
dimensions STEINZEUG | KERAMO inliner
pipes are manufactured within the high
strength load series of socketed pipes. After
firing the ends of the glazed inliners to DIN EN
295-1 and ZPWN 295-1 are cut plane parallel
and milled obliquely so that they can take a
stainless steel coupling. The standard nominalsizes are DN 250 - DN 1400. The standard
length is 2.0 m. Other custom made lengths
can be supplied.
Opportunities for application
Vitrified clay reliners are used mainly as corro-
sion resistant wastewater pipes for pipelines
requiring rehabilitation.
The STEINZEUG | KERAMO inliners can be
pushed or pulled into the existing pipe sys-
tem from a start pit. Friction is minimized and
joint gaps bridged with the aid of skids or roll-
ers secured to the inliner. In addition thesesecure the position of the pipe, acting against
the buoyancy which arises when the annullar
space is filled, a force which is often underes-
timated on site. Consultation in relation to the
particular project or building site is advisable.
A further area of application is to be found in
the area of trenchless construction. Here a
casing pipe or tunnel is first driven and then
the wastewater reliner pipe is installed.
27
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STEINZEUG | KERAMO reliner system
The advantages
for the constructionphase:
Nominal lengths to suit project
requirements
Rigid components with the ability
to withstand high static loading and
enabling reliable laying
Technically proven and tested sys-
tems for connections and combina-
tion with the completeSTEINZEUG | KERAMO range
Technical service in design and
installation
For operations:
Hydraulic smoothness
Resistant to high pressure flushing
Corrosion resistant
Resistance to all substances found
in wastewater from pH 1 to pH 13
Incombustible even in catastrophic
situations (flammable liquids running
into the sewer)
Verifiably long service life gives long
depreciation times and therefore
low depreciation rates
28
Technical changes reserved
f
DN
Pipe diameter Seal Spacer ringCrushing
strength
d1DM
max.
df
+/-1
e
+0/-3
l1
+/-1
bK
+/-1
DZ
+/-1
FN
kN/m
250 250 +/-6 324 287 65 1980 132 10 40
300 300 +/-7 383 342 65 1980 132 10 48400 404 +/-8 556 475 65 1980 132 10 64
500 496 +/-9 618 572 65 1980 132 10 60
600 597 +/-12 737 697 65 1980 132 10 57
700 - 1400 on request
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Service and consultancy by STEINZEUG | KERAMO
To ensure a smooth run from the initial
design phase to a long service life
Always there, on request. You will be looked
after rapidly and competently. With a service
concept that starts with comprehensive con-
sulting and continues through all areas of busi-
ness partnership.
At all times you can rely on the wide spec-
trum of STEINZEUG | KERAMO's services:
For example technical consulting during
design, construction, operating and repair.On project related economic efficiency cal-
culations prepared with account being taken
of construction and running costs, together
with static calculations.
Hydraulic calculations on dimensions.
Sample bills of quantities. Simply every-
thing that makes the daily work in the
waste-water business easier.
An overview of
STEINZEUG | KERAMO's services:
Static calculations
Buoyancy calculations
Sample bills of quantities
Hydraulic calculation
Technical consultation
Information material / technical docu-
mentation
http://www.steinzeug-keramo.com
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STEINZEUG Abwassersysteme GmbHAlfred-Nobel-Str. 17 . D-50226 Frechen
Telephone +49 22 34 5 07-0Telefax +49 22 34 5 07-2 07
Keramo Steinzeug N.V.Paalsteenstraat 36 . B-3500 Hasselt
Telephone +32 11 21 02 32Telefax +32 11 21 09 44