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Transcript of Support TG 96
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SOUTH AUSTRALIAN W
TECHNICAL G
Issued by:
Issue Date:
GUIDELINCHOR
BU
UNREST
ANCHORAGE
TER CORPORATION
IDELINE
Manager Engineering
10 May 2007
T
ES FOR THE DESIGNAND THRUST BLOCKIED PIPELINES WITH
AINED FLEXIBLE JOIAND FOR THEOF PIPES ON STEEP
96
OFON
TS
RADES
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SA Water 2007
This document is
be reproduced, c
express written pe
The information c
intended recipient
These Guidelines
Water makes no
information for an
It is the respons
application of inf
Guidelines are fit
Standards, Acts
responsibility for
Guidelines.
SA Water and its
reliance on these
misstatement, mis
Users should in
application of info
The currency of th
Major Changes Inc
1. The follow
96:Section
of Disadva
2. Section 6
3. Section 4.
changed.
Design of Pipe Anchorages.docx
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10 May 20
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copyright and all rights are reserved by SA
pied or transmitted in any form or by any
rmission of SA Water.
ntained in these Guidelines is strictly for th
in relation to works or projects of SA Water.
have been prepared for SA Waters own i
representation as to the quality, accuracy
other purpose.
ibility of the users of these Guidelines t
rmation is appropriate and that any desig
or SA Waters purposes and comply with all
and regulations. Users of these Guide
interpretation and use of the information
officers accept no liability for any loss or
Guidelines whether caused by error, omi
interpretation or negligence of SA Water.
ependently verify the accuracy, fitness
mation contained in these Guidelines.
ese Guidelines should be checked prior to u
rporated In the May 2007 E
ing lists the major changes to the May 2
2.5 - Restrained Joints, additional dot poin
ntages/Issue in this section.
Corrosion Requirements, changes made to
2, 4.3, 4.4 & 4.5 numeric value in the
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ater. No part may
means without the
private use of the
ternal use and SA
or suitability of the
o ensure that the
s based on these
relevant Australian
lines accept sole
contained in these
amage caused by
sion, misdirection,
for purpose and
se.
ition
007 edition of TG
, plus the inclusion
paragraph 6.2.
formula has been
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Contents
SA WATER 2007 ...............
MAJOR CHANGES INCORP
SECTION 1: SCOPE ............
SECTION 2: DEFINITIONS ..
2.1 UNRESTRAINED FLE2.2 PIPE SPECIAL ...........2.3 ANCHOR BLOCK .......2.4 THRUST BLOCK ........2.5 RESTRAINED JOINTSSECTION 3: GEOTECHNIC
3.1 GEOTECHNICAL DES3.2 GEOTECHNICAL ASS3.3 CONSTRAINTS ON A3.4 ALLOWABLE HORIZOSECTION 4: DESIGN OF A
4.1 DESIGN HEAD ...........4.2 THRUST BLOCKS AT4.3 THRUST BLOCKS AT4.4 ANCHOR BLOCKS AT4.5 ANCHOR BLOCKS AT4.6 PREPARATION OF DSECTION 5: THRUST COLL
5.1 THRUST COLLARS A5.2 PUDDLE FLANGES ASECTION 6: CORROSION
Design of Pipe Anchorages.docx
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.....................................................................
ORATED IN THE MAY 2007 EDITION ........
.....................................................................
.....................................................................
IBLE JOINT ................................................
.....................................................................
.....................................................................
.....................................................................
....................................................................
L .................................................................
IGN PRINCIPLES ........................................
ESSMENT OF EACH LOCATION ................
CHOR AND THRUST BLOCK LOCATION .
NTAL BEARING PRESSURES ....................
CHORS & THRUST BLOCKS ....................
.....................................................................
BENDS ........................................................
TEES AND DEAD ENDS .............................
TAPERS AND REDUCERS ........................
VALVES AND TEMPORARY DEAD ENDS
AWINGS FOR ANCHORS AND THRUST
ARS AND PUDDLE FLANGES ...................
ANCHORS ON MSCL PIPELINES ............
ANCHORS ON DICL PIPELINES ..............
EQUIREMENTS ..........................................
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........................... 2
........................... 2
........................... 5
........................... 5
........................... 5
........................... 6
........................... 6
........................... 6
........................... 7
........................... 8
........................... 9
........................... 9
..........................10
..........................10
..........................13
..........................13
..........................13
..........................14
..........................15
..........................16LOCKS .............17..........................18..........................18..........................18..........................18
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6.1 CORROSION REQUIR6.2 CORROSION REQUIRSECTION 7: PIPE ANCHOR
7.1 PIPE ANCHORAGE O7.2 PIPE ANCHORAGE O7.3 PIPE ANCHORAGE OAPPENDIX A: DRAWINGS..
Tables & Figures
Table 3.1 - Allowable Horizon
Figure 7.1 - Pipe Anchorage
Figure 7.2 Pipe Anchorage on
Figure 7.3 - Pipe Anchorage
Referenced Docum
TS 4b
TS 81
Standard Drawing 75 2A
Drawing 98-0021-01
Transport SA specification
Design of Pipe Anchorages.docx
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EMENTS ON MSCL PIPE SPECIALS .........
EMENTS ON DICL PUDDLE FLANGES .....
AGE ON STEEP GRADE ............................
N GRADES LESS THAN 20% ......................
N GRADES BETWEEN 20% AND 25% .......
N GRADES STEEPER THAN 25% ..............
.....................................................................
al Bearing Pressures for Anchors and Thrus
n Grades between 20% and 25%. ...............
Grades Steeper than 25%. .........................
n Grades Steeper than 25%. .......................
ents
A10-7
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..........................18
..........................19
..........................19
..........................19
..........................19
..........................21
..........................24
t Blocks. ............11
..........................20
..........................22
..........................23
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angular deflection
gentle curve.
2.2 PIPE SPECIAL
A pipe special is
of anchor and thr
tee, stop end, or a
On a pipeline with
be restrained usin
2.3 ANCHOR BLOC
A conventional an
a straight piece
longitudinal move
The longitudinal t
puddle flange cla
to the pipe (for M
The anchor block
thrust into undistu
Anchor blocks will
possible to use th
2.4 THRUST BLOCK
A thrust block i
than around, the p
A conventional th
block designed to
Design of Pipe Anchorages.docx
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at each joint so that the pipeline can be
any specially fabricated or precast piece of
ust block design, a pipe special will usuall
flanged length of pipe bolted to a valve.
unrestrained flexible joints, a pipe special w
g an anchor or a thrust block.
chor block is a reinforced concrete block w
f pipe, and which is designed to restrai
ent. Refer to Drawing 98-0021-01.
hrust from the pipe is transferred into the
ped onto the pipe (for DICL pipes) or via a
CL pipes).
is cast into slots cut into the trench wall s
rbed native soil.
normally only be used at in-line valves or ta
much simpler thrust block.
a simple unreinforced block of concrete
ipe special.
rust block at a horizontal bend or tee w
transfer the thrust from the pipe into the un
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made to follow a
pipe. In the context
be a bend, taper,
ill normally need to
hich is cast around
the pipe against
anchor block via a
hrust collar welded
as to transfer the
ers, where it is not
ast against, rather
uld be a concrete
isturbed native soil
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in the trench wall.
A conventional thr
to that for a horiz
wall.
A conventional thr
concrete attached
Note that an anch
branch of a tee c
legs of a bend
because of the e
blocks where con
conflict with other
cross trenches.
2.5 RESTRAINED JO
A restrained join
restrained again
(proprietary) meta
system used on T
RRJ Ductile Iron
for pipes in the si
do not work in co
Restrained joints
anchorage syste
they can be used i
Some of the ben
are:
No concrete
providing co
Design of Pipe Anchorages.docx
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ust block at a vertical bend (downward thru
ontal bend, but would bear on the trench fl
ust block at a vertical bend (upward thrust)
to the pipe with sufficient weight to counterb
or block can be used instead of a thrust bloc
uld be extended and an anchor placed on
ould be extended and an anchor placed
tra cost, anchor blocks would only be use
itions at the bend precluded the use of a thr
services, weak natural soils, disturbed soils,
INTS
t is a usually conventional flexible rubbe
t pullout and angular deflection by th
l claw device in the rubber ring. An exam
yton Ductile Iron pipes. Restrained joints ar
ement (mortar) Lined (DICL) pipes and fitti
e range of 100 to 300 mm nominal diamete
pression.
can be used either to create a comple
(as an alternative to concrete anchors
in association with concrete anchors or thrus
fits of restrained joint anchorage systems
is required. This is convenient in areas w
ncrete is difficult.
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st) would be similar
oor rather than the
is simply a block of
alance the thrust.
k. For example, the
he branch, or both
on each leg. But
d instead of thrust
ust block there - eg
or the presence of
r ring joint that is
e inclusion of a
le is the Tyton-Lok
e available only for
ings, and then only
r. Restrained joints
e restrained joint
r thrust blocks) or
t blocks.
on DICL pipelines
ere the logistics of
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They occup
space is at
interference
The pipeline
curing time
convenient
A complet
conventiona
satisfactory
A short r
conventiona
example w
there is go
services wo
Manufactur
joints to pro
Disadvantages/Is
Cut-ins diffic
Must be ma
Locking gas
Incompatibili
Restrained joint
manufacturers, bu
to follow conventi
Because of this, a
complete restrain
usually come with
design be request
Section 3: Geotec
Design of Pipe Anchorages.docx
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10 May 20
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no space outside of the pipe trench. This i
a premium in congested service corridor
by other utilities can be anticipated.
can be pressure tested and put into servic
is required for concrete anchors or thr
hen the commissioning of the pipeline is ur
e system of restrained joints can be
l concrete anchors or thrust blocks w
ground within a reasonable distance.
n of restrained joints can be used i
l concrete anchors or thrust blocks. This
ere the ground at the desired location is
d ground a short distance away, or wher
ld otherwise be in the thrust zone of an anc
rs can specify a minimum length of buried
ide restraint for a tee or bend etc.
ues
ult
ked as restrained to prevent incorrect repair
ket may only be used in pipe recommende
ity problems.
anchorage system design software is av
t the design models used in that software do
nal geotechnical or structural engineering p
nd because most manufacturers offer a fre
d joint anchorage systems, and also bec
a warranty, it is recommended that in gener
ed and adopted.
nical
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convenient where
s, or where future
e immediately no
st blocks. This is
ent.
used instead of
here there is no
association with
ight be useful for
unsatisfactory but
other trenches or
hor or thrust block.
ipe with restrained
procedure.
d by manufacturer.
ailable from some
not always appear
inciples rigorously.
design service for
use such designs
al a manufacturers
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3.1 GEOTECHNICAL
An anchor or thru
ONLY into the un
the pipe embedm
main reasons for t
(1) It is genera
material) su
any beddin
can easily
movement.)
(2) It is possible
pressure tes
no surcharg
(3) The natural
the embed
anyway.
The designer sho
thrust on a valve
therefore specify
undisturbed nativ
3.2 GEOTECHNICAL
Soil conditions, p
blocks are usuallalmost any road c
Design of Pipe Anchorages.docx
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DESIGN PRINCIPLES
st block must be designed to transfer the t
disturbed native soil in the trench wall. On
ent be relied upon to resist any of the thru
his:
lly impossible to compact embedment mat
ficiently densely against an anchor or thrus
-in movement. (Trials have shown that be
e 5 mm or so, which may be half of th
that the trench fill material will not have be
t is carried out. If so, the pipe embedment
load on it and therefore could not resist an
material is likely to have a much higher stiff
ent material, and will therefore attract
ld also be aware that in most pipe network
etc could come from either direction. Th
that BOTH faces of an anchor block must
soil.
ASSESSMENT OF EACH LOCATION
articularly at the shallow depths at which
set, can vary enormously over short distautting or trench wall will reveal.
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rust from the pipe
no account should
st. There are three
erial (or any other
t block to eliminate
ding-in movement
e total permissible
n placed when the
aterial would have
horizontal force.
ness modulus than
ost of the thrust
s it is likely that the
e designer should
be poured against
nchors and thrust
ces, as a study of
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ultimate horizont
characteristics w
characteristics of
a clay or a sandy
The assessment
geotechnical inve
experience. How
thrusts are not la
reasonable to us
values for allowab
identification tests
given in Table 1.
Note that for larg
value is likely to r
prove more econo
It is clear from th
ground conditions
any reasonably s
scope of these g
situations, but me
(a) Using restra
(b) Pre-loading
direction).
(c) Using piles
(d) Using a w
conventiona
Table 3.1 - Allowable Ho
Trench Wall Material
Design of Pipe Anchorages.docx
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10 May 20
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l bearing capacity at failure, but by
ll below the failure stress. Note that
soil are governed not so much by the soil t
oil) but by its density (if a sand) or its consis
f the allowable horizontal bearing pressur
stigation at the exact location and consid
ver, where ground conditions are reason
rge (eg pipe diameter is less than 300 m
e simple field identification tests, and to
le horizontal bearing pressures. Examples
and conservative allowable horizontal bea
er pipes (above 300 mm diameter) adopt
sult in a very large anchor or thrust block,
mical to investigate the ground conditions at
e foregoing discussion that there will be si
are so poor that the allowable movement
ized conventionalanchor or thrust block.
idelines to detail other options available to
tion will be made of a few which could be c
ined joint anchorage systems (eg Tyton-Loc
an anchor or thrust block using jacks (ca
r piers.
lded special to transfer the thrust to a
l anchor or thrust block can be used.
rizontal Bearing Pressures for Anchors and
Field Identification Test
(1)
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its load-deflection
he load-deflection
pe (ie whether it is
tency (if a clay).
clearly requires a
rable geotechnical
bly good, and the
), then it may be
dopt conservative
f some simple field
ring pressures are
ing a conservative
nd so it is likely to
each location.
tuations where the
ill be exceeded by
It is not within the
designers in such
nsidered, namely:
).
only work in one
location where a
hrust Blocks.
Allowable
Horizontal
Bearing
Pressure (2)
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CLAYSVery Soft C
Soft Cla
Firm Cla
Stiff Cla
Very Stiff C
Hard Cla
SANDSLoose Clean
Medium-Dens
Sand
Dense Clean
Gravel
ROCK
Broken o
Decomposed
Sound Ro
UNCOMPACTED FIL
DOMESTIC REFUSE
(1) All field identification tests
trench wall by an enginee
ensure that the soil in the
soil in the trench floor is v
and time allowed for the w
(2) For anchors and thrust bl
with SA Water reticulation
Design of Pipe Anchorages.docx
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lay Easily penetrated 40 mm with fist
Easily penetrated 40 mm with thumb
Moderate effort needed to penetrate
30 mm with thumb
Readily indented with thumb but penetrate
only with great effort
lay Readily indented by thumbnail
y Indented with difficulty by thumbnail
SandTakes footprint more than
10 mm deep
Clean Takes footprint 3 mm to
10 mm deep
and or Takes footprint less than
3 mm deep
r
Rock
Can be dug with pick. Hammer blow thuds
Joints spaced less than 300 mm apart.
ck Too hard to dig with pick. Hammer blowrings. Joints more than 300 mm apart.
Visual inspection of the materials and/or a
knowledge of the history of the site.
must be done on a freshly exposed, damp, han
r / technical officer competent in such work. C
est area was not compacted or loosened during
ry dry at the time the trench is opened, the test
ater to be absorbed by the soil before trimming a
cks with the centre of thrust about 1 m below t
systems where normal cover to the pipe is 750
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(3)
(3)
(3)
50 kPa
100 kPa
200 kPa
(3)
50 kPa
100 kPa
.100 kPa
200 kPa
(3)
-trimmed area of the
re must be taken to
the excavation. If the
area must be flooded
nd testing.
he surface as occurs
m.
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(3) Standard values cannot b
Section 4: Design
4.1 DESIGN HEAD
The design head f
For SA Water reti
For water supply
etc, the test press
pressure will gen
multiplied by an a
4.2 THRUST BLOCK
Thrust blocks a
unrestrained flexi
thrust. It is assu
native soil or ro
compacted fill).
The thrust block s
when located in a
i) For pipeline
of 1.6 MPa (
Constructio
thrust block
laid at the m
ii) For pipeline
Design of Pipe Anchorages.docx
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10 May 20
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used - specialist geotechnical investigation and
f Anchors & Thrust Blocks
or anchor and thrust blocks will generally be
ulation systems the test pressure is 1.6 MP
runk mains, sewer rising mains, irrigation
ure will be determined by the designer of th
erally be the operating pressure (includin
propriate factor of safety.
AT BENDS
horizontal and vertical bends on buri
le joints are designed to resist the total
ed that the block transmits all of the thru
ck only (ie not into the pipe embedme
hould not protrude beyond the space alloca
road reserve.
100 to 300 mm in diameter, with a test pre
160 m head), thrust blocks as shown on th
Manual Drawings may be used. Note t
in these drawings is determined on the ba
inimum cover.
with test pressures exceeding 1.6 MPa, a
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design required.
the test pressure.
(160 m head).
ater supply mains,
e pipeline. The test
surge allowance)
ed pipelines with
resultant hydraulic
t into the adjacent
t material or any
ion for the pipeline
ssure not in excess
appropriate Water
at the size of the
sis that the pipe is
d all pipelines 375
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mm in diam
the resultant
where:
Note that th
back bend
thrust block
between the
4.3 THRUST BLOCK
Thrust blocks at
flexible joints are
the thrust block tr
(ie not into the pip
The thrust block s
when located in a
i) For pipeline
of 1.6 MPa (
Constructio
thrust block
laid at mini
ii) For pipeline
mm in diam
the thrust at
Design of Pipe Anchorages.docx
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eter or greater, the following formula may b
thrust at a bend:
T = 1.54 x 10-5 x h x d2 x sin ( / 2)
T = resultant thrust in kN
h = effective head in metres
d = outside diameter of pipe (mm)
= deflection angle of bend in degrees
resultant thrust bisects the angle of the b
ay need to be considered as two separate
s, one at each end) to avoid bending st
ends of the lobster-back.
AT TEES AND DEAD ENDS
tees and dead ends on buried pipelines
designed to resist the total hydraulic thrust.
nsmits all of the thrust into the adjacent nati
e embedment material or any compacted fill
hould not protrude beyond the space alloca
road reserve.
100 to 300 mm in diameter, with a test pre
160 m head), thrust blocks as shown on th
Manual Drawings may be used. Note t
in these drawings is determined on the b
um cover and with the minimum allowable t
with test pressures exceeding 1.6 MPa, a
ter and greater, the following formula may
a tee or dead end:
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e used to calculate
nd. A long lobster-
bends (ie with two
esses in the pipe
with unrestrained
It is assumed that
ive soil or rock only
.
ion for the pipeline
ssure not in excess
appropriate Water
at the size of the
sis that the pipe is
ench width.
d all pipelines 375
e used to calculate
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where:
Note that th
axially along
4.4 ANCHOR BLOC
Anchor blocks at
flexible joints are
the thrust is trans
flange (DICL) and
only (ie never into
The preferred de
Anchor Blocks - S
Design of Pipe Anchorages.docx
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T = 0.77 x 10-5 x h x d2
T = resultant thrust in kN
h = effective head in metres
d = outside diameter of pipe (mm)
e thrust acts axially along the line of the b
the pipe at a dead end.
S AT TAPERS AND REDUCERS
tapers and reducers on buried pipelines
designed to resist the total hydraulic thrust.
mitted to the anchor block via a thrust ring
then from the anchor block into the adjacen
the pipe embedment material or any compa
sign model is indicated on Drawing 98-0
ructural Design Requirements.
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anch at a tee, and
with unrestrained
It is assumed that
(MSCL) or puddle
t native soil or rock
cted fill).
021-01 - Concrete
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The anchor bloc
pipeline when loc
i) For tapers
mm, and wi
anchor blo
Drawings m
drawings is
ii) For pipeline
reducers wi
formula ma
where:
Note that th
the larger
(friction forc
The anchor
the taper or
4.5 ANCHOR BLOC
Anchor blocks atunrestrained flexi
transmitted to the
the anchor block
material or any
Drawing 98-0021-
Design of Pipe Anchorages.docx
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should not protrude beyond the space
ted in a road reserve.
nd reducers with the larger diameter bet
h a test pressure not in excess of 1.6 MPa
ks shown on the appropriate Water C
ay be used. Note that the size of the anch
etermined on the basis that the main is laid
s with test pressures exceeding 1.6 MPa,
th the larger diameter greater than 375
be used to calculate the thrust:
T = 0.77 x 10-5 x h x (D2- d2)
T = resultant thrust in kN
h = effective head in metres
D = outside diameter of larger pipe (m
d = outside diameter of smaller pipe (m
e thrust always acts axially along the pipe i
iameter to the smaller irrespective of th
s are neglected).
is usually located on the larger diameter pa
reducer.
S AT VALVES AND TEMPORARY DEAD
valves and temporary dead ends on bule joints are designed by assuming that
anchor block via a thrust ring or puddle fla
into native soil or rock. (Ie never into th
ompacted fill.) The preferred design mo
01.
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allocation for the
een 100 and 375
(160 m head), the
nstruction Manual
or blocks on these
at minimum cover.
and all tapers and
mm, the following
)
m)
the direction from
direction of flow
allel-wall section of
NDS
ried pipelines withthe total thrust is
nge, and then from
pipe embedment
el is indicated on
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Note that the anc
the pipeline when
For pipes betwe
pressure not in ex
Water Constructi
anchor blocks on
is laid at minimum
For pipelines wit
diameter greater
the thrust at valve
where:
Note that the thru
act in both directio
4.6 PREPARATION
To avoid confusio
or thrust block.
the drawings. Th
reinforcement det
Design of Pipe Anchorages.docx
y: Manager Engineering
10 May 20
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hor block should not protrude beyond the
located in a road reserve.
n 100 mm and 375 mm nominal diamet
cess of 1.6 MPa (160 m head), the anchor b
n Manual Drawings may be used. Note t
these drawings is determined on the assu
cover.
test pressures exceeding 1.6 MPa, an
han 375 mm, the following formula may b
and temporary dead ends:
T = 0.77 x 10-5 x h x D2
T = resultant thrust in kN
h = effective head in metres
D = outside diameter of the pipe (mm)
t acts axially along the pipe, and should be
ns, even for a valve at a temporary dead en
F DRAWINGS FOR ANCHORS AND THR
n on site, a single drawing should be prepa
here reinforcement is present, its layout s
use of a typical layout drawing with t
ils being given in an accompanying table is
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pace allocation for
r, and with a test
locks shown on the
at the size of the
ption that the pipe
all pipes with a
used to calculate
considered likely to
.
ST BLOCKS
ed for each anchor
ould be shown on
e dimensions and
discouraged.
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Section 5: Thrust
5.1 THRUST COLLA
On MSCL pipelin
anchor block via
Design details ar
for MSCL Pipeline
5.2 PUDDLE FLANG
On DICL pipeline
anchor block via c
A groove is pre-
pipe special is u
groove and puddl
Section 6: Corrosi
6.1 CORROSION RE
Anchor Blocks
specials at anch
sacrificial corrosi
Drawing 75 2A.
Design of Pipe Anchorages.docx
y: Manager Engineering
10 May 20
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ollars and Puddle Flanges
S AT ANCHORS ON MSCL PIPELINES
s the longitudinal thrust in the pipe wall is
elded-on thrust collars.
given on Standard Drawing 75 2A - Stan
s (appended).
S AT ANCHORS ON DICL PIPELINES
the longitudinal thrust in the pipe wall is
lamp-on pre-cast puddle flanges.
illed into the wall of the pipe to locate the
ually supplied by the manufacturer comp
flange.
n Requirements
UIREMENTS ON MSCL PIPE SPECIALS
n MSCL Pipe Specials: Standard thrus
r blocks extend beyond the block so tha
n collars. No additional corrosion collar i
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ransferred into the
ard Thrust Collars
ransferred into the
puddle flange. The
lete with its milled
collars on MSCL
t they also act as
necessary. Refer
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Thrust Blocks o
SintaKote, or are
the coating or wra
proposed, a corro
the contact area o
6.2 CORROSION RE
Anchor Blocks
poured directly ar
required beneath
up to the block a
and sleeving.
Thrust Blocks o
sleeved DICL fitti
be sleeved with P
Section 7: Pipe An
7.1 PIPE ANCHORA
No special ancho
than 20%. Normal
in the Water Supp
7.2 PIPE ANCHORA
At grades steepe
place and proper
component of the
embedment sand
percolating grou
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y: Manager Engineering
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MSCL Pipe Specials: Where MSCL speci
wrapped to TS81, the thrust block may be
pping. In aggressive ground, or where wrap
sion plate or saddle a minimum of 10 mm th
f the thrust block and extending 150 mm be
UIREMENTS ON DICL PUDDLE FLANGE
n DICL Pipes with Puddle Flanges: T
ound the DICL pipe puddle flange. No wra
the concrete. Normal pipe sleeving and wr
nd denso petrolatum tape used to seal bet
DICL Fittings: The thrust block is poured
g. Note, all fusion bonded coated fittings at
.
chorage on Steep Grade
E ON GRADES LESS THAN 20%
age or laying precautions are required whe
l embedment in TS4b sand, placed and co
ly Construction Manual, is sufficient in these
E ON GRADES BETWEEN 20% AND 25
r than 20% it becomes increasingly more
ly compact sand in the embedment zone.
pipe weight begins to become significant, a
to creep downhill increases particularly
dwater. Therefore on grades between
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ls are protected by
ast directly against
ping to TS81 is not
ick is required over
ond it all around.
S
e anchor block is
ping or sleeving is
apping is extended
ween the concrete
directly against the
thrust blocks shall
e the grade is less
pacted as detailed
situations.
difficult to handle,
Also the downhill
nd the tendency of
in the presence of
20% and 25%:
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Lay the pip
uphill.
Embed the
SA10-7. (M
sleeving.)
Anchor eac
each socket
Provide tw
groundwate
Cover the
geotextile or
Key the bul
mm each si
Figure 7.1 - Pip
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s from the bottom of the hill to the top with
pipes in 10-7 mm screenings to Transpo
VC and OPVC pipe only, not UPVC, and
pipe length with an unreinforced concret
.
75 mm diameter holes through each
to drain down the embedment.
pstream end of each drain hole with a p
similar.
heads into the trench walls 75 mm each sid
e if in soil.
e Anchorage on Grades between 20% and
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the sockets facing
rt SA specification
with care on DICL
e bulkhead behind
bulkhead to allow
atch of non-woven
e if in rock and 150
5%.
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7.3 PIPE ANCHORA
At grades steeper
even screenings i
pipe weight beco
to creep downhill.
Lay the pip
uphill.
Embed the
workable en
sprayed con
Place sand
flexibility of
concrete).
If using pou
be poured i
becoming b
prevent flot
sprayed con
Note that th
more than a
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y: Manager Engineering
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E ON GRADES STEEPER THAN 25%
than 25% it becomes increasingly difficult t
in the embedment zone. Also the downhill
es very significant, and ultimately even sc
Therefore on grades steeper than 25%:
s from the bottom of the hill to the top with
full length of each pipe barrel in low-stren
ough to be pushed under the pipe without
crete.
ags around each flexible joint in the pipeli
the joints (this will also assist with the
red concrete for the embedment, consider
n layers to cope with the slope and/or t
oyant, and that it might also be necessary t
tion. (Neither the slope nor buoyancy sh
crete is used.)
e natural roughness of the trench floor an
dequate shear interlock with the concrete.
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o handle and place
component of the
reenings can begin
the sockets facing
th concrete that is
displacing it, or in
ne to maintain the
ontainment of the
hat it may need to
prevent the pipe
ballast the pipe to
uld be an issue if
walls will provide
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Figure 7.2
Overview of a pipeline on a grade
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ipe Anchorage on Grades Steeper than 25
teeper than 25%. Sandbags placed around
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.
ach flexible joint.
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Spray concrete embedment b
Note it flowing under th
Figure 7.3 -
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eing applied.
pipe.A view of the finished spray c
ipe Anchorage on Grades Steeper than 25
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oncrete embedment.
.
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Appendix A: Drawings
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