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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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PLANNING &INFRASTRUCTURE

TG96 -

Issued

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

y: Manager Engineering

10 May 20

Uncontroll

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



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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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..........................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



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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

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..........................21

..........................24

t Blocks. ............11

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..........................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



10 May 20

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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



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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



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



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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



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



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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



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

07

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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



10 May 20

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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



10 May 20

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T = 0.77 x 10-5 x h x d2



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-



10 May 20

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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)



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



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



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

07

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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.



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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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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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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Documents

Support TG 96