invercargill city council...invercargill city council bylaw 2016/1 – code of practice for land...
TRANSCRIPT
Invercargill City Council
Bylaw 2016/1 Code of Practice for
Land Development and Subdivision Infrastructure
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1
CONTENTS
SECTION PAGE
1. Short Title and Commencement 3
2. Object of Bylaw 3
3. General Powers not Affected 3
4. Relationship with Other Legislation and Regulations 3
5. Dispensing Power 3
6. Offences and Penalties 4
7. Introduction 4
8. Section 1 – General Requirements and Procedures 5
9. Section 2 – Earthworks and Geotechnical Requirements 6
10. Section 3 – Roads 7
11. Section 4 – Stormwater 23
12. Section 5 – Waste Water 27
13. Section 6 – Water Supply 31
14. Section 7 – Landscape 36
15. Section 8 – Network Utility Services 37
16. Appendix A – Acceptable Pipe and Fitting Material 38
17. Appendix B – Invercargill City Council Standard Details 46
18. Appendix C – Field Testing of Pipelines 124
19. Appendix D – Water Supply Disinfection Specification 125
20. Appendix E – Typical Plan and Cross Section Figures from Table 3.2 126
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Invercargill City Council Bylaw 2016/1 – Code of Practice for Land Development and Subdivision Infrastructure (ICC Addendum to NZS 4404:2010). Pursuant to the powers vested in it under Section 145 of the Local Government Act 2002, the Invercargill City Council makes this Bylaw. 1. SHORT TITLE AND COMMENCEMENT 1.1 This bylaw is Invercargill City Council Bylaw 2016/1 – Code of Practice for Land
Development and Subdivision Infrastructure. 1.2 This bylaw comes into force on 1 July 2016. 2. OBJECT OF BYLAW 2.1 This bylaw enables the management of subdivision and land development works
within the Invercargill District. It ensures that such works undertaken are done so to an acceptable means of compliance with Acts and Council requirements. The bylaw adopts the New Zealand Standard Land Development and Subdivision Infrastructure NZS 4404:2010 and amends it to suit the requirements of the Invercargill City Council.
NZS 4404:2010 is adopted as the Code however Clauses 9 through to 21 of this
bylaw amend, extend or delete parts of the New Zealand Standard and take precedent over the New Zealand Standard.
3. GENERAL POWERS NOT AFFECTED 3.1 This Bylaw does not prevent or restrict Council from exercising any further powers,
functions or duties in relation to subdivision and land development in accordance with the law.
4. RELATIONSHIP WITH OTHER LEGISLATION AND REGULATIONS 4.1 The scope does not include any building work as defined under the Building Act
2004. In any areas of overlap, the Building Act 2004 and the New Zealand Building Code take precedence.
4.2 While there is reference to the Invercargill City Council District Plan, the Bylaw does
not cover all of the District Plan requirements and reference must be made to that document for a full understanding of the relevant provisions.
5. DISPENSING POWER 5.1 It shall be lawful for the Director of Works and Services to dispense with any of the
following requirements of this Bylaw where, in the opinion of the Director of Works and Services, full compliance would needlessly cause harm, loss or inconvenience to any person or business without corresponding benefit to the community or where an acceptable alternate solution has been provided.
4
6. OFFENCES AND PENALTIES 6.1 Every person who breaches this Bylaw commits an offence and is liable on summary
conviction to a fine not exceeding $20,000 pursuant to Section 242(4) of the Local Government Act 2002.
7. INTRODUCTION 7.1 The Invercargill City Council Bylaw 2016/1 - Code of Practice for Land Development
and Subdivision Infrastructure (referred to as the Code) applies to all engineering, land development and subdivision infrastructure constructed on or under any urban or rural residential, commercial or industrial subdivision and land development within the Invercargill City Council area. It has the standing of an acceptable means of compliance with Acts and Council requirements governing subdivision and land development works within the City. The scope does not include any building work as defined under the Building Act 2004. This is primarily an engineering document and while there is reference to requirements of the District Plan, the Bylaw does not cover all of the District Plan requirements and reference must be made to that document for a full understanding of the relevant provisions. This Code adopts the New Zealand Standard Land Development and Subdivision Infrastructure NZS 4404:2010 with amendments to suit the requirements of the Invercargill City Council. Clauses within this code have been reproduced from NZS 4404:2010 with the permission of Standards New Zealand under licence LN000993. NZS 4404:2010 can be purchased from Standards New Zealand at www.standards.co.nz or a copy is available for viewing upon request at the Council. This document makes direct reference to the sections within that standard. If any part of NZS 4404:2010 is not modified by the following document, they are deemed to form part of the Invercargill City Council’s Code of Practice for Land Development and Subdivision Infrastructure. Where changes are made to clauses the existing wording will be faded and crossed out and the changes will be bold and underlined i.e. existing example and the clause will be read including the new wording. Comments to help explain the document will be in italics i.e. example Where the comment “Not part of Code” appears alongside a heading it means that that part of NZS 4404:2010 is not included in the Invercargill City Council’s Code and will not be part of the Bylaw unless approval is given from the Council. Section 18 of this Bylaw replaces NZS 4404 Drawing Set (Appendix B) with the Invercargill City Council Standard Detail drawing set.
The numbering shown in the left hand margin corresponds to the Bylaw contents page. The numbering within the main content of the section of the Bylaw directly relates to the clause numbering from NZS4404:2010. The numbering from NZS4404:2010 has been included to allow ease of reference between the two documents.
5
NZS 4404:2010 is adopted as the Code however Clauses 9 through to 21 amend, extend or delete parts of the New Zealand Standard and take precedent over the New Zealand Standard. 8. SECTION 1 – GENERAL REQUIREMENTS AND PROCEDURES 1.1 Scope – No change 1.2 Interpretation – No change 1.3 Context – No change 1.4 Low impact design – No change 1.5 Climate change – No change 1.6 Urban design protocol – No change 1.7 Requirements for design and construction – No change 1.8 Approval of design and construction – Amend clauses as below 1.8.1 DOCUMENTS TO BE SUBMITTED FOR DESIGN APPROVAL 1.8.1.1
Prior to, or as a condition of, granting a resource consent for subdivision or development of land, or as otherwise required by a district or regional plan, or as otherwise considered necessary by the LA when considering applications to construct infrastructure, the LA may will require documents to be submitted including the following:
Remainder of clause no change
1.8.1.2 Composition of drawings Requirements (a) – (c) no change
(d) A north point and level datum, the scale or scales used, the date of preparation and the date of any amendments, the designer’s name and contact details, and a unique number or identifier. All reduced level information shall be in metres in terms of the Invercargill City Council Datum and shall be referred to a permanent bench mark identified on the plans. The ICC Datum of 100 metres below mean sea level (Bluff Vertical Datum 1955/Dunedin-Bluff Vertical Datum 1960).
1.8.2.5 Recording of infrastructure – As-built information
The LA may require the design drawings to be in a certain format The LA will require the as-built drawings to be supplied as a hard copy as well as a CAD electronic format, suitable for later addition of as-built information and inclusion in the LA asset map base. In particular, electronic plans might be required.
1.8.6 Supervision of construction
Add to start of clause A ‘developer’s professional adviser’ or ‘independent qualified person
(IQP)’ shall be appointed for developments that create more than
6
three new allotments or have the installation of infrastructure that is to be vested with the Council.
First paragraph no change The LA may will require completion certification for construction and
supervision be submitted to it on completion. Such certification may will be required from the contractors undertaking the construction, or and the developer’s professional advisor (if any). The certificates shall be in the form given in Schedules 1B and 1C.
1.8.10 Completion documentation
First paragraph and requirement (a) no change (b) As-built plans of all infrastructure showing the information set out in
Schedule 1D. As-built plans may be required as electronic data where a standard data format has been agreed between the LA and the developer will be required in hard copy and in a CAD electronic format, the electronic data is to use the New Zealand Transverse Mercator (NZTM) co-ordinate system and to the ICC Datum of 100 metres below mean sea level (Bluff Vertical Datum 1955/Dunedin-Bluff Vertical Datum 1960).
Requirements (c) – (g) no change
1.9 Bonds and charges – Amend clauses as below 1.9.1 Uncompleted works 1.9.1.3
The amount of the bond shall be 150% of the estimated value of the uncompleted work or a value agreeable to the TA plus a margin to cover additional costs estimated to be incurred by the TA in the event of default.
SCHEDULE 1A – No change
SCHEDULE 1B – No change
SCHEDULE 1C – No change
SCHEDULE 1D – No change 9. SECTION 2 – EARTHWORKS AND GEOTECHNICAL REQUIREMENTS 2.1 Scope – No change 2.2 General – No change 2.3 Design – No change 2.4 Approval of Proposed Works – No change 2.5 Construction – No Change – No change 2.6 Final Documentation – Amend clauses as below
7
2.6.2 As-built drawings for earthworks and subsoil drains
Where earthworks have occurred, an as-built plan shall be prepared showing finished contours. The plans shall also show original contours where earthworks have occurred to illustrate the extent and depth of cuts and fills. Alternative methods of representing earthwork depths may be acceptable including plans showing lines joining all points of equal depth of cut and fill at appropriate vertical intervals. The as-built plans shall also record the position, type and size of all subsoil drains and their outlets including existing drains found during excavation, and show any areas of fill or natural ground which the geo-professional considers do not comply with this Standard or areas where the standards have been varied from the original construction specification.
10. SECTION 3 – ROADS 3.1 Scope – No change 3.2 General – Amend clauses as below C3.2.4.2
The following is to be added to the end of the comment. Invercargill City Council uses the One Network Road Classification
(ONRC) for the road hierarchy in its RAMM database: Arterial, Primary and Secondary collector, access roads, low volume access road.
3.3 Design – Amend clauses as below 3.3.1 Design requirements
First paragraph no change Alternative carriageway widths may be adopted to suit particular design
considerations. These shall be subject to specific design consideration and approval by the TA. Such cross sections may include landscaped features, painted median facilities, or variations to parking provision. Carriageways should avoid widths of 5.7 m to 7.2 m and 7.5 m to 9.0 m where these widths may cause confusion between movement and parking functions. with a width of 6.0 m will require parking bays on at least one side of the carriageway for part or all of the road length.
Remainder of clause no change.
C3.3.1
First paragraph no change There are three carriageway types. These are (a) A width in the range 5.5 m – 5.7 m of 6.0 m providing for the ability to
park on one side of the road and one through lane, or alternatively two through lanes. This is often not defined at the engineering stage and is instead left to the road users to choose. This type of road is provided for in the standard and is typically appropriate for shorter streets of up to approximately 250 m, to assist with achieving a slower operating speed. Parking bays will be required with this width.
8
Requirements (b) & (c) no change 3.3.2.1 Design parameters
Add to end of clause If the Local Authority considers there is potential for expansion through the subdivision then the appropriate standard shall be used to cater for this potential.
9
E1 E2 E3 E4
SEE
APPE
NDIX
E F
OR
LARG
ER
VERS
ION
OF
FIG
URES
Cla
ssifi
catio
n
See
3.2
.4.2
& 3
.3.1
6 (T
ypic
al m
ax, v
olum
es)
Lane
(thi
s w
ould
no
rmal
ly b
e a
priv
ate
road
or
priv
ate
way
or
Rig
ht o
f Way
not
ve
sted
as
road
)
Lane
( ∼20
0 vp
d )
Loca
l roa
d (~
1000
vp
d)
Lane
( ∼20
0 vp
d )
( not
ves
ted
as
road
)
Mov
emen
t la
ne
(exc
ludi
ng
shou
lder
)
See
1.2
.2, 3
.3.1
.1,
3.3.
1.2,
3.3
.1.3
, 3.
3.1.
10, 3
.3.1
1.3
2.5
3.0
5.5
- 5.7
6.0
5.5
- 5.7
6.0
2.75
- 3.
00
Cyc
lists
See
3.3
.1.5
, 3.3
.7,
& 3
.3.1
1.2
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Pass
ing,
par
king
, lo
adin
g, a
nd
shou
lder
See
3.3
.6 &
3.3
.1.4
Allo
w fo
r pas
sing
up
to e
very
50
m, t
otal
sh
ould
er 0
.5 m
, se
aled
Tota
l sho
ulde
r 0.5
m
, sea
led
Tota
l sho
ulde
r 1.0
m
, sea
led
shou
lder
0.
5 m
Allo
w fo
r pas
sing
up
to e
very
50
m.
Ker
bed
edge
or t
otal
sh
ould
er 0
.5 m
, se
aled
Pede
stria
ns
See
3.3
.11
Sha
red
(on
shou
lder
and
be
rm)
Sha
red
(on
shou
lder
and
be
rm)
Sha
red
(on
shou
lder
and
be
rm)
Sha
red
(in
mov
emen
t lan
e)
Max
. gr
ade
20%
16%
12.5
0%
16%
Min
. roa
d w
idth
(m)
See
1.2
.2,
3.3.
1.9,
&
3.4.
16
6 9 15 6
Targ
et
oper
atin
g sp
eed
(km
/h)
See
3.3
.5
20 30 70 10
Loca
lity
serv
ed
See
tabl
e 3.
1
1 to
6 d
u
1 to
20
du
1 to
150
du
Up
to 1
00
m in
leng
th
betw
een
stre
ets,
1
to 2
0 lo
ts
Loca
l attr
ibut
es
See
tabl
e 3.
1
Acc
ess
to li
fest
yle
or
clus
tere
d ho
usin
g
Acc
ess
to li
fest
yle
or
clus
tere
d ho
usin
g
Acc
ess
to h
ousi
ng
Sid
e or
rear
ser
vice
ac
cess
Land
use
See
3.2
.4, t
able
3.
1 &
3.3
.1.6
Live
and
P
lay
Live
and
P
lay
Live
and
P
lay
Sho
p an
d tra
de
Are
a
Not
es
FIGURE NUMBER
TYPI
CA
L PL
AN
AN
D
CR
OSS
SEC
TIO
N
LIN
K C
ON
TEXT
DES
IGN
EN
VIR
ON
MEN
T
Tabl
e 3.
2 - R
oad
desi
gn s
tand
ards
PLA
CE
CO
NTE
XT
Rural (3.3.1.7, 3.3.1.8, & 3.3.1.9)
10
E5 E6 E7 E8
SEE
APPE
NDIX
E F
OR
LARG
ER
VERS
ION
OF
FIG
URES
Cla
ssifi
catio
n
See
3.2
.4.2
& 3
.3.1
6 (T
ypic
al m
ax, v
olum
es)
Loca
l roa
d (~
1,00
0 vp
d)
Loca
l roa
d (~
1,00
0 vp
d)
Loca
l roa
d (~
1,00
0 vp
d)
Con
nect
or/c
olle
ctor
(~
2,50
0 vp
d)
Mov
emen
t la
ne
(exc
ludi
ng
shou
lder
)
See
1.2
.2, 3
.3.1
.1,
3.3.
1.2,
3.3
.1.3
, 3.
3.1.
10, 3
.3.1
1.3
5.5
- 5.7
6.0
5.5
- 5.7
6.0
5.5
- 5.7
6.0
5.5
- 5.7
7.2
Cyc
lists
See
3.3
.1.5
, 3.3
.7,
& 3
.3.1
1.2
Sha
red
(in
mov
emen
t la
ne)
On
seal
ed
shou
lder
w
here
it is
a
loca
l au
thor
ity
defin
ed c
ycle
ro
ute
On
seal
ed
shou
lder
w
here
it is
a
loca
l au
thor
ity
defin
ed c
ycle
ro
ute
On
seal
ed
shou
lder
w
here
it is
a
loca
l au
thor
ity
defin
ed c
ycle
ro
ute
Pass
ing,
par
king
, lo
adin
g, a
nd
shou
lder
See
3.3
.6 &
3.3
.1.4
Par
king
and
load
ing
may
occ
ur in
the
mov
emen
t lan
e or
be
sep
arat
e an
d re
cess
ed. S
ee 3
.3.6
K
erbe
d ed
ge o
r tot
al
shou
lder
1.0
m,
seal
ed s
houl
der 0
.5
m Tota
l sho
ulde
r 1.0
m
, sea
led
shou
lder
0.
5 m
Par
king
and
load
ing
may
occ
ur in
the
mov
emen
t lan
e or
be
sep
arat
e an
d re
cess
ed. S
ee
3.3.
6. T
otal
sh
ould
er 1
.0 m
, se
aled
sho
ulde
r 0.5
m To
tal s
houl
der 1
.5
m, s
eale
d sh
ould
er
1.0
m
Pede
stria
ns
See
3.3
.11
1.5
m e
ach
side
1.5
m e
ach
side
1.5
m c
oncr
ete
or 1
.8 m
as
phal
t eac
h si
de
Sep
arat
e fro
m
the
carr
iage
way
, 1.
5 m
con
cret
e or
1.8
m
asph
alt e
ach
side
Max
. gr
ade
10%
10%
10%
10%
Min
. roa
d w
idth
(m)
See
1.2
.2,
3.3.
1.9,
&
3.4.
16
15 20 20 20
Targ
et
oper
atin
g sp
eed
(km
/h)
See
3.3
.5
40 up to
100
up to
60
up to
100
Loca
lity
serv
ed
See
tabl
e 3.
1
Rur
al
villa
ge
shop
s
Rur
al
activ
ities
1 to
200
lo
ts
Loca
l attr
ibut
es
See
tabl
e 3.
1
Acc
ess
to tr
ade
Prim
ary
frieg
ht a
cces
s
Acc
ess
to o
ffice
and
ed
ucat
ion
All
(ser
ving
land
s us
es n
ot s
peci
ficed
el
sew
here
in th
is
tabl
e)
Land
use
See
3.2
.4, t
able
3.
1 &
3.3
.1.6
Sho
p an
d tra
de
Mak
e an
d m
ove
Mak
e an
d m
ove
All
othe
r si
tuat
ions
(w
here
not
sp
ecifi
ed
else
whe
re)
Are
a
Not
es
PLA
CE
CO
NTE
XT
Rural (3.3.1.7, 3.3.1.8, & 3.3.1.9)
FIGURE NUMBER
TYPI
CA
L PL
AN
AN
D
CR
OSS
SEC
TIO
N
LIN
K C
ON
TEXT
DES
IGN
EN
VIR
ON
MEN
T
11
E9 E10 E11 E12
SEE
APP
END
IX E
FO
R L
AR
GER
VE
RSI
ON
OF
FIG
UR
ES
Cla
ssifi
catio
n
See
3.2.
4.2
& 3.
3.16
(T
ypic
al m
ax, v
olum
es)
Lane
(thi
s w
ould
no
rmal
ly b
e a
priv
ate
road
or
priv
ate
way
or
Rig
ht o
f Way
not
ve
sted
as
road
)
Lane
( ∼20
0 vp
d )
Lane
( ∼20
0 vp
d )
Loca
l roa
d (~
2,00
0 vp
d)
Mov
emen
t la
ne
(exc
ludi
ng
shou
lder
)Se
e 1.
2.2,
3.3
.1.1
, 3.
3.1.
2, 3
.3.1
.3,
3.3.
1.10
, 3.3
.11.
3
2.5
3.0
5.5
- 5.7
Se
aled
6.0
5.5
- 5.7
6.0
5.5
- 5.7
7.2
Cyc
lists
See
3.3.
1.5,
3.
3.7,
& 3
.3.1
1.2
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne) u
nles
s on
pro
pose
d or
cur
rent
ro
ute
whe
re
allo
cate
d ra
tes
requ
ired.
Pass
ing,
par
king
, lo
adin
g, a
nd
shou
lder
See
3.3.
6 &
3.3.
1.4
Allo
w fo
r pas
sing
up
to e
very
50
m
Allo
w fo
r pas
sing
up
to e
very
50
m
Sha
red
(in
mov
emen
t lan
e)
Sha
red
park
ing
in
the
mov
emen
t lan
e up
to 1
00 d
u,
sepa
rate
par
king
re
quire
d ov
er 1
00
du
Pede
stria
ns
See
3.3.
11
Sha
red
(in
mov
emen
t lan
e)
Sha
red
(in
mov
emen
t lan
e)
Sha
red
(in
mov
emen
t lan
e)
1.5
m c
oncr
ete
or 1
.8 m
AC
on
one
side
1.5
m c
oncr
ete
or 1
.8 m
as
phal
t on
one
side
or 1
.5 m
ea
ch s
ide
whe
re
mor
e th
an 2
0 du
or
mor
e th
an
100
m in
leng
th
Max
. gr
ade
20%
16%
16.0
0%
12.5
0%
Min
. roa
d w
idth
(m)
See
1.2.
2,
3.3.
1.9,
&
3.4.
16
3.5
m fo
r up
to 3
du
or 4
.5 m
fo
r up
to 6
du 9 9 20
Targ
et
oper
atin
g sp
eed
(km
/h)
See
3.3.
5
10 10 20 40
Loca
lity
serv
ed
See
tabl
e 3.
1
1 to
3 d
u or
1
to 6
du
Up
to 1
00
m in
leng
th
betw
een
stre
ets,
1
to 2
0 lo
ts
1 to
20
du
1 to
200
du
Loca
l attr
ibut
es
See
tabl
e 3.
1
Acc
ess
to
hous
es/to
wnh
ouse
s
Sid
e or
rear
ser
vice
ac
cess
(Not
prim
ary
acce
ss)
Acc
ess
to
hous
es/to
wnh
ouse
s
Prim
ary
acce
ss to
ho
usin
g
Land
use
See
3.2.
4, ta
ble
3.1
& 3.
3.1.
6
Live
and
P
lay
Live
and
P
lay
Live
and
P
lay
Live
and
P
lay
Are
a
Not
es
PLA
CE
CO
NTE
XT
Suburban
FIGURE NUMBER
TYPI
CA
L PL
AN
AN
D
CR
OSS
SEC
TIO
N
LIN
K C
ON
TEXT
DES
IGN
EN
VIR
ON
MEN
T
12
E13 E14 E15 E16
SEE
APPE
NDIX
E F
OR
LARG
ER
VERS
ION
OF
FIG
URES
Cla
ssifi
catio
n
See
3.2
.4.2
& 3
.3.1
6 (T
ypic
al m
ax, v
olum
es)
Con
nect
or/c
olle
ctor
(~
8,00
0 vp
d)
Lane
( ∼20
0 vp
d )
Loca
l roa
d (~
2,00
0 vp
d)
Lane
( ∼20
0 vp
d )
Mov
emen
t la
ne
(exc
ludi
ng
shou
lder
)
See
1.2
.2, 3
.3.1
.1,
3.3.
1.2,
3.3
.1.3
, 3.
3.1.
10, 3
.3.1
1.3
2x4.
2
3.5
6.0
seal
ed
5.5
- 5.7
6.0
3.5
6.0
Cyc
lists
See
3.3
.1.5
, 3.3
.7,
& 3
.3.1
1.2
Sep
arat
e pr
ovis
iion
whe
re lo
cal
auth
ority
de
fined
cyc
le
rout
e
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Pass
ing,
par
king
, lo
adin
g, a
nd
shou
lder
See
3.3
.6 &
3.3
.1.4
Par
king
is s
epar
ate
and
rece
ssed
. S
ee
3.3.
6 P
ublic
tra
nspo
rt is
like
ly
(see
cla
use
3.3.
1.4,
3.
3.1.
5)
Rec
esse
d lo
adin
g ba
ys in
acc
orda
nce
with
3.3
.6
Par
king
and
load
ing
bays
bot
h si
des
may
be
in th
e m
ovem
ent
lane
or r
eces
sed.
S
ee 3
.3.6
Load
ing
bays
sha
ll be
sep
arat
e an
d re
cess
ed.
See
3.
3.6
Pede
stria
ns
See
3.3
.11
2.0
m e
ach
side
1.
5 m
con
cret
e or
1.8
m
asph
alt e
ach
side
Sha
red
(in
mov
emen
t lan
e)
3.0
m e
ach
side
Sep
arat
e fo
otpa
th o
ne
side
Max
. gr
ade
10.0
0%
10%
10%
10%
Min
. roa
d w
idth
(m)
See
1.2
.2,
3.3.
1.9,
&
3.4.
16
20 9 18 11
Targ
et
oper
atin
g sp
eed
(km
/h)
See
3.3
.5
50 10 40 10
Loca
lity
serv
ed
See
tabl
e 3.
1
Up
to 8
00
du Sub
urba
n vi
llage
, ac
cess
to
offic
e an
d ed
ucat
ion,
1
- 20
lots
Sub
urba
n vi
llage
1 -
200
lots
Indu
stria
l ar
ea
Loca
l attr
ibut
es
See
tabl
e 3.
1
Prim
ary
acce
ss to
ho
usin
g
Sid
e or
rear
ser
vice
ac
cess
Acc
ess
to tr
ade,
offi
ce
and
educ
atio
n
Sid
e or
rear
acc
ess
Land
use
See
3.2
.4, t
able
3.
1 &
3.3
.1.6
Live
and
P
lay
Sho
p an
d tra
de, w
ork
and
lear
n
Sho
p an
d tra
de, w
ork
and
lear
n
Mak
e an
d m
ove
Are
a
Not
es
FIGURE NUMBER
TYPI
CA
L PL
AN
AN
D
CR
OSS
SEC
TIO
N
LIN
K C
ON
TEXT
DES
IGN
EN
VIR
ON
MEN
TPL
AC
E C
ON
TEXT
Suburban
13
E17 E18 E19 E20
SEE
APP
END
IX E
FO
R L
AR
GER
VE
RSI
ON
OF
FIG
UR
ES
Cla
ssifi
catio
n
See
3.2.
4.2
& 3.
3.16
(T
ypic
al m
ax, v
olum
es)
Loca
l roa
d (~
2,00
0 vp
d)
Con
nect
or/c
olle
ctor
(~
8,00
0 vp
d)
Lane
(thi
s w
ould
no
rmal
ly b
e a
priv
ate
road
or
priv
ate
way
or
Rig
ht o
f Way
not
ve
sted
as
road
)
Lane
( ∼20
0 vp
d )
Rig
ht o
f Way
not
ve
sted
as
road
Mov
emen
t la
ne
(exc
ludi
ng
shou
lder
)Se
e 1.
2.2,
3.3
.1.1
, 3.
3.1.
2, 3
.3.1
.3,
3.3.
1.10
, 3.3
.11.
3
2x4.
2
2x4.
2
2.7
- 3.0
2.75
- 3.
00 5
.0
Cyc
lists
See
3.3.
1.5,
3.
3.7,
& 3
.3.1
1.2
Sha
red
(in
mov
emen
t la
ne)
Sep
arat
e pr
ovis
iion
whe
re lo
cal
auth
ority
de
fined
cyc
le
rout
e
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Pass
ing,
par
king
, lo
adin
g, a
nd
shou
lder
See
3.3.
6 &
3.3.
1.4
Par
king
and
load
ing
bays
bot
h si
des
may
be
in th
e m
ovem
ent l
ane
or
rece
ssed
. S
ee
3.3.
6
Par
king
is s
epar
ate
and
rece
ssed
. S
ee
3.3.
6 P
ublic
tra
nspo
rt is
like
ly
(see
cla
use
3.3.
1.4,
3.
3.1.
5)
Allo
w fo
r pas
sing
up
to e
very
50
m
Par
king
is re
quire
d an
d sh
all b
e se
para
te a
nd
recc
esse
d
Pede
stria
ns
See
3.3.
11
1.5
m c
oncr
ete
or 1
.8 m
as
phal
t eac
h si
de
2.5
m e
ach
side
, 3.5
m
each
sid
e 1.
8 m
ea
ch s
ide
or
full
fron
tage
for
shop
and
trad
e,
wor
k an
d le
arn
Sha
red
(in
mov
emen
t lan
e)
Sha
red
(in
mov
emen
t lan
e)
Max
. gr
ade
10%
10%
20%
16%
Min
. roa
d w
idth
(m)
See
1.2.
2,
3.3.
1.9,
&
3.4.
16
18 23 2
0
3.5
m fo
r up
to 3
du
or 4
.5 m
fo
r up
to 6
du 9
Targ
et
oper
atin
g sp
eed
(km
/h)
See
3.3.
5
40 50 10 10
Loca
lity
serv
ed
See
tabl
e 3.
1
Indu
stria
l ar
ea
All,
or
com
bina
tions
of t
hese
la
nd u
ses
1 to
3 d
u or
1
to 6
du
1 to
20
du
Loca
l attr
ibut
es
See
tabl
e 3.
1
Prim
ary
freig
ht
acce
ss
All,
road
s se
rvin
g m
ulti-
purp
ose
area
s in
volv
ing
mos
t or a
ll of
th
e in
dica
ted
land
us
es, n
ot s
peci
fied
else
whe
re in
this
ta
ble
Acc
ess
to li
fest
yle
or
clus
tere
d ho
usin
g
Sid
e or
rear
ser
vice
ac
cess
(Not
prim
ary
acce
ss)
Land
use
See
3.2.
4, ta
ble
3.1
& 3.
3.1.
6
Mak
e an
d m
ove
Sho
p an
d tra
de, w
ork
and
lear
n,
mak
e an
d m
ove
Live
and
P
lay
Live
and
P
lay
Are
a
Not
es
Suburban Urban
FIGURE NUMBER
TYPI
CA
L PL
AN
AN
D
CR
OSS
SEC
TIO
N
LIN
K C
ON
TEXT
DES
IGN
EN
VIR
ON
MEN
TPL
AC
E C
ON
TEXT
14
E21 E22 E23 E24
SEE
APPE
NDIX
E F
OR
LARG
ER
VERS
ION
OF
FIG
URES
Cla
ssifi
catio
n
See
3.2
.4.2
& 3
.3.1
6 (T
ypic
al m
ax, v
olum
es)
Lane
(~20
0 vp
d)
Rig
ht o
f Way
not
ve
sted
as
road
Loca
l roa
d (~
2,00
0 vp
d)
Con
nect
or/c
olle
ctor
(~
8,00
0 vp
d)
Lane
( ∼20
0 vp
d )
Mov
emen
t la
ne
(exc
ludi
ng
shou
lder
)
See
1.2
.2, 3
.3.1
.1,
3.3.
1.2,
3.3
.1.3
, 3.
3.1.
10, 3
.3.1
1.3
5.5
- 5.7
6.0
5.5
- 5.7
2
x 4.
2
2x4.
2
2.75
-3.0
0 6.
0
Cyc
lists
See
3.3
.1.5
, 3.3
.7,
& 3
.3.1
1.2
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Sep
arat
e pr
ovis
iion
whe
re lo
cal
auth
ority
de
fined
cyc
le
rout
e
Sha
red
(in
mov
emen
t la
ne)
Pass
ing,
par
king
, lo
adin
g, a
nd
shou
lder
See
3.3
.6 &
3.3
.1.4
Sha
red
(in
mov
emen
t lan
e)
Par
king
may
occ
ur
in th
e m
ovem
ent
lane
or b
e se
para
te
and
rece
ssed
. S
ee
3.3.
6
Par
king
sep
arat
e an
d re
cess
ed.
See
3.
3.6
Pub
lic
trans
port
is li
kely
(s
ee c
laus
e 3.
3.1.
4,
3.3.
1.5)
Load
ing
bays
sha
ll be
rece
ssed
Pede
stria
ns
See
3.3
.11
1.5
m c
oncr
ete
or 1
.8 m
asp
halt
on o
ne s
ide)
1.5
m c
oncr
ete
or 1
.8 m
as
phal
t on
one
side
or 1
.5 m
ea
ch s
ide
whe
re
mor
e th
an 2
0 du
or
mor
e th
an
100
m in
leng
th
2.0
m e
ach
side
1.
5 m
con
cret
e or
1.8
m
asph
alt e
ach
side
Sha
red
(in
mov
emen
t lan
e)
Max
. gr
ade
16.0
0%
12.5
0%
10.0
0%
16%
Min
. roa
d w
idth
(m)
See
1.2
.2,
3.3.
1.9,
&
3.4.
16
9 15 20 6
Targ
et
oper
atin
g sp
eed
(km
/h)
See
3.3
.5
20 30 50 10
Loca
lity
serv
ed
See
tabl
e 3.
1
1 to
20
du
1 to
200
du
All
1 to
20
lots
Loca
l attr
ibut
es
See
tabl
e 3.
1
Acc
ess
to H
ouse
s /
tow
nhou
ses
Prim
ary
acce
ss to
ho
usin
g
All
othe
r lan
d us
e ac
tivity
type
s w
ithin
th
is a
rea
type
not
sp
ecifi
ed e
lsew
here
in
this
tabl
e.
Sid
e or
rear
ser
vice
ac
cess
Land
use
See
3.2
.4, t
able
3.
1 &
3.3
.1.6
Live
and
P
lay
Live
and
P
lay
Live
and
P
lay
Sho
p an
d tra
de
Are
a
Not
es
LIN
K C
ON
TEXT
DES
IGN
EN
VIR
ON
MEN
TPL
AC
E C
ON
TEXT
FIGURE NUMBER
TYPI
CA
L PL
AN
AN
D
CR
OSS
SEC
TIO
N
Urban
15
E25 E26 E27 E28
SEE
APPE
NDIX
E F
OR
LARG
ER
VERS
ION
OF
FIG
URES
Cla
ssifi
catio
n
See
3.2
.4.2
& 3
.3.1
6 (T
ypic
al m
ax, v
olum
es)
Lane
( ∼20
0 vp
d )
Loca
l roa
d (~
2,00
0 vp
d)
Lane
( ∼20
0 vp
d )
Lane
( ∼20
0 vp
d )
Mov
emen
t la
ne
(exc
ludi
ng
shou
lder
)
See
1.2
.2, 3
.3.1
.1,
3.3.
1.2,
3.3
.1.3
, 3.
3.1.
10, 3
.3.1
1.3
2.75
-3.0
0 6.
0
5.5
- 5.7
2
x 4.
2
2.75
- 3.
00 6
.0
2.75
- 3.
00 6
.0
Cyc
lists
See
3.3
.1.5
, 3.3
.7,
& 3
.3.1
1.2
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Pass
ing,
par
king
, lo
adin
g, a
nd
shou
lder
See
3.3
.6 &
3.3
.1.4
Par
king
may
occ
ur
sepa
rate
and
re
cess
ed.
See
3.
3.6
Par
king
bay
s an
d lo
adin
g m
ay o
ccur
in
the
mov
emen
t lan
e or
be
sepa
rate
and
re
cess
ed.
See
3.
3.6
Par
king
and
load
ing
bays
sha
ll be
se
para
te a
nd
rece
ssed
. S
ee
3.3.
6
Par
king
and
load
ing
bays
sha
ll be
se
para
te a
nd
rece
ssed
. S
ee
3.3.
6
Pede
stria
ns
See
3.3
.11
1,8
m o
ne s
ide
3.5
m e
ach
side
1.
8 m
eac
h si
de o
r ful
l fr
onta
ge fo
r sh
op a
nd
trad
e, w
ork
and
lear
n
Sha
red
(in
mov
emen
t lan
e)
1.8
m o
n on
e si
de
Max
. gr
ade
12%
10%
16%
12%
Min
. roa
d w
idth
(m)
See
1.2
.2,
3.3.
1.9,
&
3.4.
16
15 20 9 11
Targ
et
oper
atin
g sp
eed
(km
/h)
See
3.3
.5
10 30 10 10
Loca
lity
serv
ed
See
tabl
e 3.
1
1 to
20
lots
1 to
200
lo
ts
1 to
20
lots
1 to
20
lots
Loca
l attr
ibut
es
See
tabl
e 3.
1
Acc
ess
to lo
ts o
r sho
p or
trad
e un
its
Prim
ary
acce
ss to
tra
de
Sid
e or
rear
acc
ess
Acc
ess
to lo
ts o
r wor
k or
lear
n ac
tiviti
es
Land
use
See
3.2
.4, t
able
3.
1 &
3.3
.1.6
Sho
p an
d tra
de
Sho
p an
d tra
de
Wor
k an
d le
arn
Wor
k an
d le
arn
Are
a
Not
es
PLA
CE
CO
NTE
XTFIGURE NUMBER
TYPI
CA
L PL
AN
AN
D
CR
OSS
SEC
TIO
N
LIN
K C
ON
TEXT
DES
IGN
EN
VIR
ON
MEN
T
Urban
16
E29 E30 E31 E32
SEE
APPE
NDIX
E F
OR
LARG
ER
VERS
ION
OF
FIG
URES
Cla
ssifi
catio
n
See
3.2
.4.2
& 3
.3.1
6 (T
ypic
al m
ax, v
olum
es)
Loca
l roa
d (~
2,00
0 vp
d)
Loca
l roa
d (~
2,00
0 vp
d)
Con
nect
or/c
olle
ctor
(~
8,00
0 vp
d)
Lane
( ∼20
0 vp
d )
Mov
emen
t la
ne
(exc
ludi
ng
shou
lder
)
See
1.2
.2, 3
.3.1
.1,
3.3.
1.2,
3.3
.1.3
, 3.
3.1.
10, 3
.3.1
1.3
5.5
- 5.7
2
x 4.
2
5.5
- 5.7
2 x
4.2
2 x
4.2
5.7
6.0
Cyc
lists
See
3.3
.1.5
, 3.3
.7,
& 3
.3.1
1.2
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Sep
arat
e pr
ovis
ion
whe
re lo
cal
auth
ority
de
fined
cyc
le
rout
e.
Sha
red
(in
mov
emen
t la
ne)
Pass
ing,
par
king
, lo
adin
g, a
nd
shou
lder
See
3.3
.6 &
3.3
.1.4
Par
king
and
load
ing
bays
may
occ
ur in
th
e m
ovem
ent l
ane
or to
be
sepa
rate
an
d re
cess
ed.
See
3.
3.6
Par
king
and
load
ing
bays
may
occ
ur in
th
e m
ovem
ent l
ane
or to
be
sepa
rate
an
d re
cess
ed.
See
3.
3.6
Par
king
is p
refe
rred
se
para
te a
nd
rece
ssed
. S
ee
3.3.
6 P
ublic
tra
nspo
rt is
like
ly
(see
3.3
.1.4
, 3.
3.1.
5)
Par
king
and
load
ing
bays
(sha
red
in
mov
emen
t lan
e).
See
3.3
.6
Pede
stria
ns
See
3.3
.11
3.5
m e
ach
side
1.
8 m
eac
h si
de o
r ful
l fr
onta
ge fo
r sh
op a
nd
trad
e, w
ork
and
lear
n
3.5
m e
ach
side
1.
8 m
eac
h si
de o
r ful
l fr
onta
ge fo
r sh
op a
nd
trad
e, w
ork
and
lear
n
2.5
m e
ach
side
1.8
m o
n on
e si
de
Max
. gr
ade
10%
10%
10%
16%
Min
. roa
d w
idth
(m)
See
1.2
.2,
3.3.
1.9,
&
3.4.
16
20 20 23 2
0
9
Targ
et
oper
atin
g sp
eed
(km
/h)
See
3.3
.5
30 30 50 10
Loca
lity
serv
ed
See
tabl
e 3.
1
1 to
200
lo
ts
1 to
200
lo
ts
200
to 8
00
lots
1 to
20
lots
Loca
l attr
ibut
es
See
tabl
e 3.
1
Prim
ary
acce
ss to
of
fice
and
educ
atio
n
Mul
tiple
use
r acc
ess
Nei
ghbo
urho
od
cent
res
(and
all
othe
r ar
eas
serv
ing
mul
tiple
la
nd u
ses
not l
iste
d el
sew
here
in th
is
tabl
e)
Sid
e or
rear
ser
vice
ac
cess
Land
use
See
3.2
.4, t
able
3.
1 &
3.3
.1.6
Wor
k an
d le
arn
Mix
ed u
se
Mix
ed u
se
Mix
ed u
se
Are
a
Not
es
Centre
FIGURE NUMBER
TYPI
CA
L PL
AN
AN
D
CR
OSS
SEC
TIO
N
LIN
K C
ON
TEXT
DES
IGN
EN
VIR
ON
MEN
TPL
AC
E C
ON
TEXT
Urban
17
E33 E34 E35 E36
SEE
APPE
NDIX
E F
OR
LARG
ER
VERS
ION
OF
FIG
URES
Cla
ssifi
catio
n
See
3.2
.4.2
& 3
.3.1
6 (T
ypic
al m
ax, v
olum
es)
Lane
( ∼20
0 vp
d )
Loca
l roa
d (~
2,00
0 vp
d)
Loca
l roa
d (~
2,00
0 vp
d)
Con
nect
or/c
olle
ctor
(~
8,00
0 vp
d)
Mov
emen
t la
ne
(exc
ludi
ng
shou
lder
)
See
1.2
.2, 3
.3.1
.1,
3.3.
1.2,
3.3
.1.3
, 3.
3.1.
10, 3
.3.1
1.3
5.5
- 5.7
6.0
5.5
- 5.7
6.0
2.75
- 3.
00 6
.0
vehi
cle
mov
emen
t sp
ace,
tota
l by
desi
gn
2 x
4.2
Cyc
lists
See
3.3
.1.5
, 3.3
.7,
& 3
.3.1
1.2
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Sha
red
(in
mov
emen
t la
ne)
Whe
re lo
cal
auth
ority
de
fined
cyc
le
rout
e
Pass
ing,
par
king
, lo
adin
g, a
nd
shou
lder
See
3.3
.6 &
3.3
.1.4
Par
king
and
load
ing
bays
may
occ
ur in
m
ovem
ent l
ane
or
be s
epar
ate
and
rece
ssed
. S
ee
3.3.
6
Par
king
and
load
ing
bays
may
occ
ur in
m
ovem
ent l
ane
or to
be
sep
arat
e an
d re
cess
ed.
See
3.
3.6
Act
ivity
spa
ce
Par
king
and
or
load
ing
is s
epar
ate
and
rece
ssed
. S
ee
3.3.
6 P
ublic
tra
nspo
rt is
like
ly
(see
3.3
.1.4
, 3.
3.1.
5)
Pede
stria
ns
See
3.3
.11
1.8
m o
n on
e si
de
2.5
m e
ach
side
1.8
m o
n on
e si
de
4.0
m e
ach
side
Max
. gr
ade
12%
10%
Non
e if
step
s
10%
Min
. roa
d w
idth
(m)
See
1.2
.2,
3.3.
1.9,
&
3.4.
16
11 20 11 23 2
0
Targ
et
oper
atin
g sp
eed
(km
/h)
See
3.3
.5
20 30 10 40
Loca
lity
serv
ed
See
tabl
e 3.
1
1 to
20
lots
1 to
200
lo
ts
Var
ies,
sp
ecifi
c de
sign
re
quire
d
200
to 8
00
lots
Loca
l attr
ibut
es
See
tabl
e 3.
1
Acc
ess
to lo
ts o
r m
ixed
use
act
iviti
es
Prim
ary
acce
ss a
nd
loca
l mov
emen
t
Sha
red
spac
es,
acce
ssw
ay, m
all,
and
com
mun
ity re
serv
e
Urb
an s
treet
Land
use
See
3.2
.4, t
able
3.
1 &
3.3
.1.6
Mix
ed u
se
Mix
ed u
se
Mix
ed u
se
Mix
ed u
se
Are
a
Not
es
Centre
FIGURE NUMBER
TYPI
CA
L PL
AN
AN
D
CR
OSS
SEC
TIO
N
LIN
K C
ON
TEXT
DES
IGN
EN
VIR
ON
MEN
TPL
AC
E C
ON
TEXT
18
3.3.6 Parking, Passing and Loading
Paragraph 1 & 2 no change Acceptable and alternative on-street car park and loading dimensions
should be taken from AS 2890.5 and/or Austroads guides. Off-street car park and loading dimensions should be taken from the New Zealand Building Code.
Remainder of clause no change
3.3.11 Footpaths, Accessways, Cycle Paths, and Berms
The following comment is to be added to the end of the clause. C3.3.11
During the design of the subdivision consideration is needed to be given to not locating the footpath adjacent to the kerb. By having a berm between the kerb and the footpath it allows an area for refuse and recycling bins to be placed without the bins creating obstructions on the footpath for pedestrians.
3.3.11.1 Footpaths and accessways
Footpaths shall be a minimum of 1.5 m wide in concrete or 1.8 m wide in asphalt, surfaced over their full width. The crossfall should be no greater than 2% and approval is required by the TA to vary this. No crossfall shall exceed 4%. Wider footpaths or areas of local widening will often be required by the TA where higher use or other needs dictate such widening. If a footpath is shared as a cycle path width shall be as per 3.3.11.2
Remainder of clause no change
3.3.11.2 Cycle paths
Add to end of clause Cycle paths on the road carriageway shall be 1.8 m wide. Where cycle
paths are shared with footpaths they shall be a minimum of 2.4 m wide and signed appropriately.
3.3.12 Traffic Signs, Marking, and Road Furniture
The following is to be added to the end of the clause. Also refer to Section 18 Appendix B – In City Standard Details ICC
Standard Details for the Council’s requirements on signs, markings and road furniture. Any changes from the details must be approved by the TA.
3.3.14 Road Lighting
All road lighting shall be designed and installed in compliance with the recommendations of AS/NZS 1158, and New Zealand Transport Agency Specification M30, Austroads guides, ICC’s rural lighting policy or other or guidelines adopted by the TA at that time.
19
3.3.15 Bridges and Culverts
First paragraph no change Particular features to be considered/covered include: (a) Widths/lengths: All bridges and culverts shall be designed with a width to
accommodate movement lane, cycle, and pedestrian needs of the road (see table 3.2) and extend beyond the clear zone of the road as defined by the NZTA State Highway Geometric Design Manual;
Requirements (b) – (f) no change
3.3.16 Private Ways, Private Roads and Other Private Accesses
The following is to be added to the end of the clause. All private ways, private roads and other private accesses which
serve more than six lots shall have a turning facility as set out in figures 3.3 and 3.4 or as approved by the TA. Where more than eight du’s are served, footpaths and lighting shall be provided to the standard required by the TA.
3.3.16.2 Stormwater Design
Paragraph 1 & 2 no change Accesses sloping up from the road shall have a stormwater collection
system at the road reserve boundary so as to avoid stormwater run-off and debris migration onto the public road. Except in rural areas, stormwater shall discharge via an appropriately sized and designed stormwater system acceptable to the TA (see figure 3.8 for examples of typical sump to driveway or right of way). Rural side drains may discharge directly to the roadside drain or where accesses pass over the side drain they shall be provided with a culvert of size appropriate for the design flow but not less than 300 mm diameter. and approved by the TA.
Paragraph 3 & 4 no change
3.3.17.1 Urban
Vehicle crossings shall be provided between the edge of the movement lane and the road boundary at the entrance to all private ways and lanes and to any lots, front or rear where access points are clearly identifiable or standard profile kerb is used at the subdivision or development stage. Crossings must be a minimum of 9 m from any intersection. If mountable kerb is used in the development then vehicle crossings are not required at the subdivision or development stage. A heavy duty crossing is required where it is likely to be used for commercial or industrial purposes, serves four or more residential units or where required by the TA.
Second paragraph no change
20
Vehicle crossings shall be designed to enable the 99th percentile car to use
them without grounding any part of the vehicle, and shall be designed in accordance with the NZTA Pedestrian planning and design guide. The minimum width of crossings shall be 3.5 m. Structural design shall be adequate to carry the loads to be expected over its design life. All crossings shall be surfaced with asphalt or concrete or paving stone to match the proposed or existing footpath and as approved by the TA. If there is a possibility of more than 40m2 of hardstand area that produces stormwater run off from the properties towards the road an intercept drain shall be installed at the road boundary as required in 3.3.16.2
Only one crossing/access point per lot (title) is allowed and crossing
width must not exceed 25% of the frontage (other than for a back lot) without the approval of the TA, nor be wider than 6 metres unless approved by the TA.
Ground levels at the boundary, for future garages (at the boundary if
permitted) shall be designed such that the vehicle crossing grade does not exceed 4% from the back of the footpath to the boundary.
Remainder of clause no change
3.3.17.2 Rural
First paragraph no change Vehicle Crossings shall be provided between the surfaced road edge and
the lot boundary at a defined and formed access point to every rural title. The crossing shall be sealed to not less the standard of the road surface or the proposed or existing footpath and to the road boundary. The minimum width of crossings shall be 4.5 m. If the access slopes up from the road the crossing shall be sealed to a minimum distance of 10 m from the edge of the carriageway. Crossings if combined with an adjacent crossing shall meet the standard detail of the Territorial Authority.
The crossing shall not obstruct the side drain. Where the side drain is
shallow and only carries small flows during rain, the crossing may pass through the side drain. Where the side drain is of an unsuitable shape or carries flows for significant parts of the year the side drain shall be piped under the crossing. Pipes and end treatments shall be sized appropriately for the catchment intercepted but shall be a minimum of 300 mm 200 mm diameter.
Fourth paragraph no change The following is to be added to the end of the clause. All vehicle crossings are to be sited a minimum of 60 m from
intersections on arterial roads and 30 m on all other roads. The minimum required sight distance is to be 250 m for an arterial road and 160 m for all other roads.
Letter box bays must be provided for each property and wherever
possible the letter boxes are to be grouped together in one bay to provide safe and easy delivery of mail. The layout of the letter box bays are contained in Appendix B Invercargill City Council Standard
21
Details R29 & R29A. Each letter box shall be on its own approved post. All location of letter box bays shall be on the left side of the route direction of the rural mail delivery and location approved by both NZ Post and the TA. All letter box bays shall be sealed.
At the time of subdivision any existing crossing providing access to
the road shall be upgraded to the TA standard or permanently removed. All spacing’s between crossings (where farm access or otherwise) shall be maintained as set out above. This requirement also applies to existing crossings where the lot is being split.
Add the following comment
C3.3.17
During the design phase developers should be aware of Council’s planning requirements. Developers need to be aware that Council requires back lots with no road frontage to have a turning area within the greater allotment area. There may also be set back requirements. Please refer to the District Plan.
3.3.19.7.1 Sump Location
Requirements (a) & (b) no change (c) Not further apart than 90 m along any surface system or greater
than 2600 m2 of catchment area including any run off from properties.
Figure 3.7 – Kerbs and dish channels – not part of code Figure 3.8 – Typical sump to driveway or right of way – not part of
code Figure 3.9 – Flat channel or yard sump – not part of code Figure 3.10 – Hillside sump – not part of code Figure 3.11 – Add-on to back-entry sump for hillside situations – not
part of code Figure 3.12 – An alternative for hillside situations – not part of code Figure 3.14 – Double back-entry sump for road low points – not part of
code
3.3.19.7.4 Sump Leads
Leads should be designed to be of sufficient size to convey all the design capacity of the sump to the system. The minimum size of the lead for all types of sumps shall be 200 mm diameter, but 300 mm diameter is desirable to minimise inlet losses and blockage risk 150 mm diameter. For double sumps and other high capacity sumps the minimum size of lead required is 300 mm diameter
22
3.4 Construction – See amended clauses below 3.4.2.1 Transition Layer
A transition layer may be required for traffic loading in excess of 1 x 105 ESA where the subgrade is soft, to prevent ingress of the soft soils into the pavement layers. The transition layer may be filter metal complying with appropriate NZTA specifications or an approved geotextile filter fabric The use of geogrid, geotextile filter fabric or similar for the transition layer shall only be used at the approval of the TA. The transition layer shall be compatible with the grading of adjacent layers and be regarded as part of the total depth of the sub-base layer.
3.4.3.1 Acceptable surfacing materials
Paragraph 1 no change Acceptable surfacing options may include:
(a) Hot laid asphaltic concrete of minimum compacted thickness 30 mm 40 mm, laid over a waterproofing sealcoat;
Remainder of clause no change
Table 3.3 – Recommended surfacing standards
Facility Minimum Surfacing Residential turning head Segmental concrete pavers, concrete,
30 mm 40 mm asphaltic concrete
Public carparks (excl. parallel parks) Segmental concrete pavers, concrete, 30 mm 40 mm asphaltic concrete
Commercial and industrial turning head
Segmental concrete pavers, concrete, 50 mm asphaltic concrete
Traffic islands and bus stops Segmental concrete pavers, concrete, 50 mm asphaltic concrete
3.4.14.2 Asphaltic concrete
Asphaltic concrete footpaths and cycle paths shall be placed over not less than 100 mm of compacted basecourse after removal of all organic and soft subgrade. Asphaltic concrete shall be laid in a minimum thickness layer of 30 mm of mix M/10 material. Asphaltic concrete paths shall not puddle water and shall be edged with either concrete or ground treated timber where abutting berms or other grassed areas.
3.4.14.4 Surface finish, tolerances
The following is to be added to the end of the clause Tactile indicators are required to be installed on footpaths at
intersections of minor arterial and primary or secondary collector roads. Details must be confirmed with the Territorial Authority.
23
11. SECTION 4 - STORMWATER 4.1 Scope – No change 4.2 General – See amended clauses below 4.2.6 System components
First paragraph no change These different system components are set out on standard construction
drawings contained in Appendix B ICC Standard Details. The drawings are copyright waived and may be adapted by subdivision developers for incorporation into specific designs.
4.3 Design – See amended clauses below 4.3.5 Design criteria
The following is to be added to the end of the clause. The design shall be based on the Rational Formula, i.e. Q=k*C*i*A where Q is the design flow rate in litres/sec k is 2.78 x 10-3
C is the coefficient of run off having the following values: Residential C = 0.55 Commercial, Industrial C = 0.80 Rural, Reserves C = 0.35 i is the average intensity of the design rainfall in mm/hr. This is
based on a five year return period and is determined by the formula:
0.75t 19
955i+
=
where t – duration of the design storm = te + tf where te = time of entry of the stormwater into the system. For
residential sections te is assumed to be 10 minutes. tf – time of network flow compressing time of flow in pipes. A is the area of the contributing catchment in hectares. Therefore Q can be rewritten as follows:
0.28t 7.16
1000CA Q+
= litres/sec
24
4.3.5.1 Design storms
All new primary stormwater systems shall be designed to cope with climate change adjusted design storms of at least the annual exceedance probability (AEP) set out in table 4.1 unless specific approval has been obtained from the TA. with a 20% annual exceedance probability (AEP), a 20% AEP design storm has a return period of 5 years. All new secondary systems shall be designed to cope with 1% AEP (100 year return period) design storms.
Table 4.1 – Recommended AEP for design Storms – Not part of Code
4.3.5.4 Hydraulic design of stormwater systems
The hydraulic design of stormwater pipes should be based on either the Colebrook-White formula or the Manning formula or the Rational formula. System capacity shall be determined from the Colebrook-White or Manning co-efficient as shown in table 4.2. The Colebrook-White and Manning formulae can be found in Metrication: Hydraulic data and formulae (Lamont). Manufacturer’s specifications should also be referred to.
4.3.7 Low impact design
The following is to be added to the end of the clause. The Developer shall implement low impact design principles for the
treatment of stormwater. Where the Developer does not believe that low impact design methods will be suitable the Developer shall provide reasons for this for approval by the Council.
4.3.7.6 Vegetated swales
First paragraph no change Requirements (a) – (d) no change (e) Capacity for a 10% 20% AEP event; (f) Velocity not greater than 1.5 m/s in a 10% 20% AEP event unless
erosion protection is provided; Requirements (g) & (h) no change
4.3.7.7 Rain gardens
First paragraph no change (a) System designed to manage a 10% 20% AEP event without
significant scour or erosion; Requirements (b) – (J) no change
4.3.9.3 Minimum pipe sizes
Minimum pipe sizes for public mains and sump leads unless otherwise specified shall be:
Single sump outlets - 200 mm 150 mm internal diameter Public mains - 200 mm 150 mm internal diameter - 300 mm internal diameter for all other mains and
double sump leads.
25
4.3.9.4 Minimum cover
Replace clause with following. Minimum cover shall be determined by the property connections
which require a minimum depth at the property boundary of at least 1.0 metre. Where there are no property connections to govern the cover over the main the minimum cover shall be 600 mm in private property and 900 mm in the road reserve.
4.3.9.5 Minimum gradients and flow velocities
In flat areas gradients should be as steep as possible to control silt deposition. The minimum velocity should be at least 0.6 m/s 0.9 m/s at a flow of half the 50% 20% AEP design flow. For velocities greater than 3.0 m/s see 5.3.5.6.
4.3.10.1 Standard manholes
Access chambers or MHs shall be provided at all changes of direction, gradient and pipe size, at branching lines and terminations and at a distance apart not exceeding 120 m unless approved otherwise. They shall be easily accessible and located clear of any boundary. All public mains shall terminate with a MH or Cleaning Eye (CE) at the upstream end.
See 5.3.8.2 and 5.3.8.3 of this standard for further guidance on the location
of MHs. On pipelines equal or greater than 1 m diameter, the spacing of MHs may
be extended with the approval of the TA. Appendix B drawings CM – 004, CM – 005, and CM – 006 ICC Standard
Details D12 – D21 for manholes may shall be adopted for stormwater systems.
4.3.10.3 Size of manholes
First paragraph no change Second paragraph no change The base layout of MHs shall comply with 5.3.8.4.2 of this standard and
Appendix B drawings CM – 004 and CM – 005 Appendix B ICC Standard Details D12 – D21.
4.3.10.4 Shallow manholes (or mini manholes)
For shallow systems (less than 1.2 m to invert) a DN 375/400 or 600 mm minimum diameter MH may be permitted subject to approval by the TA. Such small diameter MHs shall be classified as maintenance shafts (MSs) for the purposes of the spacing covered under this standard. See Appendix B drawings CM – 005.
4.3.10.5 Hydraulic flow in manholes – Not part of Code 4.3.10.6 Manhole connections
Amend clause to the following. The bases of all MHs shall be benched and haunched to a smooth finish to
accommodate the inlet and outlet pipe. No plastering within the MH is allowed.
26
New inlet pipes shall be cut back to the inside face of the MH and provided
with a smooth finish. All chambers are to be made watertight with mortar epoxy around all openings.
4.3.11 Connection to the public system
Requirements (a) – (c) no change (d) The minimum internal diameter of connections shall be: (v) 100 mm for residential lots (vi) 150 mm for commercial and industrial lots and connections
serving two dwellings or residential lots (vii) 200 mm Size for connections serving three or more dwellings or
residential lots to be based on calculations as per the design standards (unless otherwise approved by the TA);
Requirements (e) – (i) no change Add the following requirement. (j) Minimum depth of the connection at the property boundary shall
be at least 1.0 metre. 4.3.12 Connection of lateral pipelines to public mains
Replace clause with the following. All connections to 150mm diameter mains shall be via 45º wye
junctions. Mains greater than 150mm diameter including 225mm diameter shall be made using 45º wye junctions or saddles. For mains greater than 225mm diameter, square (90º) saddles may be used. Cutting saddles into pipes shall be done via core drilling. Saddles shall be specifically manufactured for the pipe they are being attached to and appropriate allowances made for the pipe wall thickness. The saddle shall use epoxy, electro fusion, stainless steel bolts or straps to secure the saddle in place. Concrete encasement of the saddle to the exterior of the main pipe is required.
4.4 Approval of proposed infrastructure – No Change 4.5 Construction – See amended clauses below 4.5.2 Trenching
Guidance is provided in Appendix B drawings CM – 001 and CM - 002 ICC Standard Details D23 & D24.
Remainder of clause no change
27
12. SECTION 5 – WASTEWATER 5.1 Scope – No change 5.2 General – No change 5.3 Design – See amended clauses below 5.3.5.1 Design flow
First paragraph no change The design flow shall be calculated by the method nominated by the TA. In
the absence of information from the TA the following design parameters are recommended based on 0.7 litre/second/hectare (l/s/ha). The following design parameters can also be used if approval is granted by the ICC:
Remainder of clause no change
5.3.5.3 Minimum pipe sizes
First paragraph no change Table 5.1 no change Table 5.2 no change
Table 5.3 – Minimum pipe sizes for wastewater reticulation and property
connections Pipe Minimum size
DN (mm)
Connection servicing 1 dwelling unit 100 Connection servicing more than 1 dwelling unit up to 10
units 150 100
Connection servicing commercial and industrial lots 150 Reticulation servicing residential lots 150 NOTE – In practical terms, in a catchment not exceeding 250 dwelling units, and
where no pumping station is involved, DN 150 pipes laid within the limits of table 5.4 and table 5.5 will be adequate without specific hydraulic design
5.3.5.5 Minimum grade for self cleaning
Self-cleaning of grit and debris shall be achieved by providing minimum grades specified in tables 5.4 and 5.5 grades that allow a minimum flow of 0.6 m/s.
Table 5.4 & 5.5 no change
5.3.7.1 Pipe location
The preferred layout/location of pipes within roads, public reserves, and private property may vary and shall be to the requirements of each TA Appendix B ICC Standard Detail R2.
Remainder of clause no change
28
5.3.7.5 Minimum cover
Replace clause with the following. Minimum cover shall be determined by the property connections
which require a minimum depth at the property boundary of at least 1.0 metre. Where there are no property connections to govern the cover over the main the minimum cover shall be 600 mm in private property and 900 mm in the road reserve.
5.3.7.11 Bulkheads for pipes on steep grades
Not part of code 5.3.8.1 General
First paragraph no change Requirements (a) & (b) no change (c) Terminal maintenance shafts (TMSs) and/or Cleaning eyes (CE).
5.3.8.3 Maintenance structure spacing
First paragraph no change At the permanent end of a wastewater main, the distance from the end
maintenance structure to the nearest downstream MH shall not exceed 240 200 m (see figure 5.1)
Where a combination of MHs and MSs is used along the same pipe, the
maximum spacing between any two consecutive MHs shall not exceed 400 200 m irrespective of how many MSs are used between the two MHs (see figure 5.2).
5.3.8.4.1 Manhole materials
Include paragraph at the end of the clause. There is to be no plastering to be done on the inside of manholes.
Acceptable alternatives include concrete with a smooth finish or using epoxy products.
5.3.8.4.2 Base layout
Each MH base shall have: will be formed as shown in Appendix B ICC Standard Details D12-D21.
Requirements (a), (b) and (c) not part of code Figure 5.1 &5.2 no change
5.3.8.4.3 Allowable deflection through MHs
A maximum allowable deflection through a MH shall comply with table 5.8 be no more than 90 degrees.
29
5.3.8.4.4 Internal falls through MHs
First paragraph not part of code Second paragraph no change On pipes where the internal fall across the base of the MH is not achievable
due to a large difference between the levels of incoming and outgoing pipes (see Appendix B drawing CM - 005 ICC Standard Detail – D13), then internal or external drops shall be provided.
Table 5.8 – Maximum allowable deflections through MHs Not part of code Table 5.9 – Minimum internal fall through MH joining pipes of same
diameter. Not part of code
5.3.8.4.7 Covers
Watertight MH covers with a minimum clear opening of 600 mm in diameter, complying with AS 3996, shall be used, unless the TA has an alternative standard. AS 3996 gives direction for the class of cover for particular locations and applications. (See Appendix B drawing CM - 004 ICC Standard Detail – D11)
5.3.8.5 Maintenance shafts
Where maintenance shafts (MSs) have been approved by the TA, and where it is expected that the human access below ground will not be required, MSs can be used on DN 150, DN 200, and DN 225 pipes as an alternative to MHs, providing 5.3.8.5.1 and 5.3.8.5.2 are satisfied. See Appendix B drawings WW – 001, WW – 003, and WW - 004 ICC Standard Detail – D22.
Remainder of clause no change
5.3.8.5.2 Design parameters
Requirements (a) – (c) no change For construction details see Appendix B drawings WW – 003 and WW -
004 ICC Standard Detail – D22. 5.3.8.6 Terminal maintenance shafts/Cleaning eyes
Where terminal maintenance shaft (TMSs) and/or cleaning eyes (CEs) have been authorised by the TA and where it is expected that human access below ground will not be required, TMSs/CEs may be used on DN 150, DN 200, and DN 225 pipes as an alternative to MHs, providing the conditions in this standard are satisfied.
For construction details see Appendix B drawing WW - 005 ICC Standard
Details D7 & D22. 5.3.10.5 Connection depth
Replace existing clause (h) with the following (h) Minimum depth of the connection at the property boundary shall
be at least 1.0 metre.
30
5.3.11 Pumping stations and pressure mains
Gravity mains are the Council’s preferred reticulation system and are to be used unless it can be shown that gravity mains are not feasible.
Pumping stations and pressure mains shall be designed and installed in
accordance with the standards of the TA and approval for the pump station must be sought at the design stage of the development. If the TA has no applicable standards, then they shall be designed in accordance with WSA 04.
Remainder of clause no change
5.4 Approval of proposed infrastructure – No Change 5.5 Construction – See amended clauses below 5.5.2 Trenching
See Appendix B drawings CM – 001 and CM - 002 ICC Standard Details D23 & D24 for guidance.
Remainder of clause no change
31
13. SECTION 6 – WATER SUPPLY 6.1 Scope – No change 6.2 General requirements – No change 6.3 Design – See amendments below 6.3.3 Future development
Replace clause with the following The water supply system for any development shall be configured to
supply: (a) Any properties that lie between that development and the extent
of the existing supply system and (b) Properties beyond that development which form part of the zone
council wishes to eventually reticulate. For capacity beyond that required for the development in question,
Council will contribute monies being the actual difference in cost between infrastructure materials required for the ultimate development and that for the particular development.
6.3.5.6 Minimum water demand
The minimum peak domestic demand shall be specified by the TA, or: (a) Daily consumption of 250 L/p/day applied to an occupancy rate of
at least 2.5 persons/dwelling Requirements (b) & (c) no change (d) The network is to be designed to maintain appropriate nominated
pressures for both peak demand (average daily demand in L/s x peaking factor) and firefighting demand scenarios. suit both scenarios of: • Peak hourly demand. • Firefighting flow plus two thirds of peak hourly demand.
These figures should be applied to mains of 100 mm diameter or greater. Mains less than 100 mm in diameter can be sized using the multiple dwellings provisions of AS/NZS 3500.1 table 3.2.
6.3.5.10 Design pressure
First paragraph no change The minimum design pressure is either the minimum pressure defined by
the TA or some higher pressure selected to control (minimise) the range of pressures experienced over the normal diurnal variation in the system. for design scenarios stated in 6.3.5.6 are:
(a) Peak hourly demand – no less than 250 kPa (b) Firefighting and two thirds peak hourly demand – no less than
100 kPa. Maximum pressure shall not exceed 800 kPa. Remainder of clause no change
32
6.3.8.2 Reticulation Layout
A principal water main of not less than the nominal internal diameter (DN) 100, fitted with fire hydrants, shall be laid on one side of all public roads and no-exit roads in every residential development. A DN 50 rider main shall may be laid along the road frontage of all lots not fronted by the principal main. A DN 50 rider main shall also be provided for service connections where the principle main is DN 250 or larger. The principal mains serving commercial and industrial areas shall be at least DN 150 laid on both sides of the road. This requirement may be relaxed in short no-exit roads as long as adequate firefighting coverage is available.
6.3.8.4 Water mains in private property
Replace clause with the following Water mains are not normally permitted within private property. In
extraordinary circumstances when their presence has been agreed by the Territorial Authority, then they will require a registered easement.
6.3.8.8 Rider mains and duplicate mains
A rider main shall be laid along the road frontage of all lots not fronted by a principle main. A rider main may be laid to lots not fronted by the principal main but still within fire protection of a hydrant subject to approval by the TA.
Remainder of clause no change
6.3.8.11 Location marking of valves and hydrants
Replace clause with the following Hydrant location markings shall be according to SNZ PAS 4509.
Additionally reinforced concrete marker posts shall be set in the ground opposite the hydrant or valve and close to property boundaries. Marker posts shall have inscribed letters as below
“V” to indicate sluice valves, painted white “AV” to indicate air valves, painted red “SV” to indicate scour valves, painted blue
6.3.9.4 Deviation of mains around structures
Deviation of a pipeline around an obstruction can be achieved by deflection of the pipeline at joints, to the angular deflection limits stated by the pipe joint manufacturer and with suitable restrained fitting bends. Permitted angular deflection varies with pipe material, pipe wall thickness, pipe PN class, joint type, design and geometry. Some joint types are specifically designed to accommodate angular deflection. Butt Welded or electrofusion collared PVC and PE pipes may also be curved along the pipe barrel, between joints, to a minimum radius of curvature not less than that stated by the pipe manufacturer.
6.3.10.3.3 Nominated pipe PN
Replace clause with the following PN12 or above is to be used.
33
6.3.12.10.2 Minimum trench width
Pipe trench width design considerations shall be based on the minimum side clearances detailed in Appendix B drawing CM – 001. ICC Standard Detail – W10.
C6.3.12.11
In-line valves, especially those DN 100 or larger, should be anchored to ensure stability under operational conditions. See Appendix B drawings WS – 001, WS – 002, WS – 003, WS – 004, and WS – 005. ICC Standard Detail – W3.
6.3.12.11.1 Thrust blocks
First paragraph no change Second paragraph no change Third paragraph no change Typical contact areas for selected soil conditions and pipe sizes are shown
in Appendix B drawings WS – 004 and WS – 005. ICC Standard Details W8 & W9.
Remainder of clause no change
6.3.12.11.2 Anchor blocks
Anchor blocks are designed to prevent movement of pipe bends in a vertical direction. They consist of sufficient mass concrete to prevent pipe movement (see Appendix B drawing WS – 005 ICC Standard Details W8 & W9).
6.3.14.1 General
Requirements (a) – (f) no change (g) Valves shall generally be placed on two of the three legs at a tee
intersection or on three of the four legs of a four way intersection so as to limit the number of properties without water during shutdown.
Remainder of clause no change
6.3.14.2 Siting of valves
Replace clause with the following For standardization, valves shall be placed in line with street
boundaries. 6.3.14.3.2 Branch mains – Not part of Code Figure 6.1 – Branch valve adjacent to main – Not part of Code 6.3.14.8 Flushing points – Not part of Code
34
C6.3.15.4
AVs are not normally required on reticulation mains in residential areas
where the configuration of mains and service connections will usually eliminate small amounts of air accumulated during operation; hydrant should be placed as close as possible to stop valves to facilitate maintenance activities such as cleaning of water mains
6.3.16.2 Property service connections
Replace clause with the following Residential connections shall be 20 mm nominal bore,
commercial/industrial connection size shall be as approved by the Territorial Authority. Refer to ICC Standard Detail – W17 for typical connection layout.
6.3.16.2.1 Point of supply
As defined in the ICC water supply bylaw. 6.3.16.2.2 Materials
Pipe shall be PE 80B of pressure rating PN 12.5 Bar. Refer to ICC Standard Detail – W17 for stopcock specifications. Tapping bands shall be the full encirclement type to AS/NZS
4793.2009 for all but PE pipes. For PE pipe approved thermo plastic tapping saddles are to be used.
6.3.17.1 Permanent ends of water mains
Rider mains, DN <100, may be used to supply the furthest properties beyond the water main. The DN 100 main shall be laid to a point where all properties are provided with the fire protection required by SNZ PAS 4509.
A method of flushing shall be provided at the end of the rider main and
water main, which shall be suitably anchored (see Appendix B drawing WS – 002).
6.4 Approval of proposed infrastructure – See amendments below 6.4.2 Information to be provided
First paragraph no change Requirements (a)-(f) & (h) no change (g) Locations and details of thrust blocks and anchors, see Appendix B
drawings WS – 004 and WS – 005; ICC Standard Details W8 & W9; 6.5 Construction – See amendments below 6.5.2 Embedment
Pipes and fitting shall be surrounded with a suitable bedding material in accordance with Appendix B drawings CM – 001 and CM – 002. ICC Standard Detail – W10.
35
6.5.3.1 Carriageways
Backfilling shall be in accordance with the requirements of the TA. Pipe trenches within a carriageway shall be backfilled using an approved
hardfill placed immediately above the pipe embedment and compacted in layers not exceeding 200 mm in loose depth, as per Appendix B drawings CM – 002. ICC Standard Detail – W10.
Remainder of clause no change
6.5.3.2 Berms
Pipe trenches under grass berms and footpaths shall be backfilled in accordance with the requirements of Appendix B drawings CM – 002. ICC Standard Detail – W10.
6.5.3.3 Detector tape
Open trenching – backfill shall be placed to 100 mm below existing ground level at the bottom of the existing road basecourse. At this point, where required by the TA, For non metallic pipe the contractor shall provide and lay metallic ‘detector’ tape coloured blue, stipulating ‘Danger – Water Main Below’ (or similar). See Appendix B drawings CM – 001. ICC Standard Detail – W10.
6.5.3.4 Tracer wire
For installation by trenchless method tracer wire in the form of a continuous 4 mm2 multi strand (minimum 4) polythene sleeved copper cable, shall be installed with all non-metallic pipes to allow detection. The wire shall be strapped to the pipe wall by means of a minimum of two complete wraps of heavy duty adhesive tape, at a maximum of 3.0 m intervals. The wire shall have some slack to allow for bends in laying and for future installation of tapping saddles.
Remainder of clause no change
6.5.4 Pressure testing of water mains
Before a new water main is connected to the existing reticulation, a successful pressure test shall be completed. The system test pressure is applied to test the integrity of construction of the pipeline system. The system test pressure will be the pressure rating of the pipe used, the test pressure generally exceeds the actual design pressure of the system (maximum 1.25 times the maximum rated operating pressure of the lowest rated component in the system). See Appendix C for the appropriate testing procedure.
36
14. SECTION 7 – LANDSCAPE 7.1 Scope – No Change 7.2 General – Amend clauses as below 7.2.1 Approval Consultation with the TA on landscape design and construction at an early
stage of the design development is required. Each TA may have specific landscape guidelines which will be detailed in district plans or codes of practice and some areas may be subject to special landscape requirements which will need assessment through a resource consent process. These may be subject to specific design consideration and approval by the TA. Stormwater systems including secondary flow paths shall be considered when landscape designs are determined, so as to avoid conflict or failure of these systems.
7.3.9 Fencing of reserves The permanent fencing of common boundaries of any reserve including
esplanade, reserve accessways, and road boundaries, will be required, Standards and requirements shall be in accordance with the TA’s fencing policy at the time. The TA may specify that one or both of the following options apply:
(a) A fencing covenant is registered on all titles of properties with a common
boundary to reserve land, indemnifying the TA against all costs of erection and maintenance of fences on common boundaries.
(b) There is a specific fencing design for the reserve or boundary type.
37
15. SECTION 8 – NETWORK UTILITY SERVICES 8.1 Scope – No change 8.2 General – Amend clause as below 8.2.3
(b) Electric power. The supply of electric power must be by means of an underground system. Ducts shall be installed at the time of road construction to the requirements of the electrical supply authority and the TA corridor manager. Where the developer is intending to provide electric power other than by underground system, the developer shall provide alternative supply arrangements for approval of the TA.
(c) Telecommunications. Arrangements shall be made with the
telecommunication supplier for the reticulation of telecommunication facilities. All installations must be underground. Where only part of this reticulation is being supplied initially the arrangements shall include the requisite space being aintained for the installation of the remainder of the reticulation at a later date. Ducts will be supplied to the subdividing developer at the time of road construction for installation in the carriageway formation to the requirements of the telecommunications supplier and the TA corridor manager.
8.3 Design – See amendments below 8.3.1.1
The following is to be added to the end of the clause. Common trenching for power and telecommunication cables is
adopted at a distance of between 0.6 metres and 1.2 metres from the boundary. The possibility of common trenching should be discussed with each of the network utility operators during the design phase.
8.4 Construction – No change
38
16. APPENDIX A – ACCEPTABLE PIPE AND FITTING MATERIALS (Informative)
Table A1 and table A2 give information on acceptable pipe and fitting materials. The information is sourced with permission from the Water Services Association of Australia. Refer also to WSA 02 (Sewerage Code of Australia) and WSA 03 (Water Supply Code of Australia) for more information.
Table A1 – Acceptable pipe materials and Standards – See amended table Table A2 – Acceptable fitting materials and Standards – See amended table
39
Not
es
Gra
vity
app
licat
ions
onl
y.
Wel
l est
ablis
hed
met
hods
of r
epai
r.
Sui
tabl
e fo
r agg
ress
ive
grou
ndw
ater
, ana
erob
ic c
ondi
tions
and
tida
l zon
es.
Can
be
used
for t
renc
hles
s in
stal
latio
n w
ith s
uita
ble
end
load
resi
stan
t joi
nts.
Gra
vity
sto
rmw
ater
app
licat
ions
onl
y.
Impr
oved
frac
ture
toug
hnes
s co
mpa
red
with
PV
C-U
.
Impr
oved
Fat
igue
resi
stan
ce c
ompa
red
with
PV
C-U
and
PV
C-M
.
NO
TE -
Use
onl
y D
I fitt
ings
in p
umpe
d m
ains
to a
chie
ve fu
ll fa
tigue
resi
stan
ce.
Has
incr
ease
d hy
drau
lic c
apac
ity c
ompa
red
with
PV
C-U
and
PV
C-M
. S
uita
ble
for a
ggre
ssiv
e gr
ound
wat
er, a
naer
obic
con
ditio
ns, a
nd ti
dal z
ones
. S
peci
fic
desi
gn fo
r dyn
amic
stre
Wel
l est
ablis
hed
met
hods
of r
epai
r.
Alte
rnat
ive
inst
alla
tion
tech
niqu
es p
ossi
ble,
for e
xam
ple
slip
lini
ng.
Sui
tabl
e fo
r agg
ress
ive
grou
ndw
ater
, ana
erob
ic c
ondi
tions
, and
tida
l zon
es.
Can
be
used
for t
renc
hles
s in
stal
latio
n w
ith s
uita
ble
end
load
resi
stan
t joi
nts.
Spe
cific
des
ign
for d
ynam
ic s
tress
es (f
atig
ue) r
equi
red
for p
ress
ure
sew
er
appl
icat
ions
.
Wat
er S
uppl
y (P
ress
ure)
- - V V
Was
tew
ater
(G
ravi
ty)
V - - -
Was
tew
ater
(P
ress
ure
S ew
er/R
isin
g M
ain)
- - V V
Stor
mw
ater
(G
ravi
ty)
V V - -
Stan
dard
A
pplic
able
AS
/NZS
126
0
AS
/NZS
125
4
(Cla
ss S
N 4
, or
8, a
s re
quire
d by
TA
)
AS
/NZS
444
1
AS
/NZS
147
7
Pipe
Mat
eria
ls
PVC
-U
PVC
-U
PVC
-O
PVC
-U
Tabl
e A
1 - A
ccep
tabl
e pi
pe m
ater
ials
and
Sta
ndar
ds
Not
e - R
efer
als
o to
WS
A 0
2 (S
ewer
age
Cod
e of
Aus
tralia
) and
WS
A 0
3 (W
ater
Sup
ply
Cod
e of
Aus
tralia
)
(Cla
ss S
N 4
, 8,
or 1
6 as
re
quire
d by
TA
)
(Ser
ies
1 or
S
erie
s 2,
as
requ
ired
by th
e TA
for p
ipe
less
th
an 2
00 m
m
diam
eter
, Se
ries
2 fo
r 200
m
m d
iam
eter
an
d ab
ove )
(Ser
ies
1 or
S
erie
s 2,
as
requ
ired
by th
e TA
for p
ipe
less
th
an 2
00 m
m
diam
eter
, Se
ries
2 fo
r 200
m
m d
iam
eter
an
d ab
ove )
40
Not
es
Impr
oved
frac
ture
toug
hnes
s co
mpa
red
with
PV
C-U
.
Has
incr
ease
d hy
drau
lic c
apac
ity c
ompa
red
with
PV
C-U
.
Infe
rior f
atig
ue re
sist
ance
com
pare
d w
ith P
VC
-U a
nd P
VC
-O.
Sui
tabl
e fo
r agg
ress
ive
grou
ndw
ater
, ana
erob
ic c
ondi
tions
and
tida
l zon
es.
Spe
cific
des
ign
for d
ynam
ic s
tress
es (f
atig
ue) r
equi
red
for p
ress
ure
sew
er
appl
icat
ions
.
Gen
eral
ly fo
r pre
ssur
e ap
plic
atio
ns.
Can
be
easi
ly c
urve
d to
elim
inat
e th
e ne
ed fo
r ben
ds.
Alte
rnat
ive
inst
alla
tion
tech
niqu
es p
ossi
ble,
for e
xam
ple
pipe
cra
ckin
g, d
irect
ion
drilli
ng, a
nd s
lip li
ning
.
Can
be
wel
ded
to fo
rm a
n en
d lo
ad re
sist
ant s
yste
m.
Com
pres
sion
cou
plin
gs a
nd e
nd lo
ad re
sist
ant f
ittin
gs a
re a
vaila
ble
in s
mal
ler
diam
eter
s.
Pip
e lo
ngitu
dina
l fle
xibi
lity
acco
mm
odat
es la
rge
diffe
rent
ial g
roun
d se
ttlem
ent.
Fusi
on jo
intin
g re
quire
s sk
illed
inst
alle
rs a
nd s
peci
al e
quip
men
t.
Ret
rosp
ectiv
e in
stal
latio
n of
fitti
ngs/
repa
ir co
mpl
icat
ed.
Spe
cific
des
ign
for d
ynam
ic s
tress
es (f
atig
ue) r
equi
red
for p
ress
ure
sew
er
appl
icat
ions
.
≤ D
N 1
25 a
vaila
ble
in lo
ng c
oile
d le
ngth
s fo
r few
er jo
ints
.
Sui
tabl
e fo
r agg
ress
ive
grou
ndw
ater
, ana
erob
ic c
ondi
tions
or t
idal
zon
es.
Sui
tabl
e fo
r gro
und
with
hig
h su
bsid
ence
pot
entia
l, fo
r exa
mpl
e fil
l or m
inin
g ar
eas.
Wat
er S
uppl
y (P
ress
ure)
V V
Was
tew
ater
(G
ravi
ty) - -
Was
tew
ater
(P
ress
ure
Sew
er/R
isin
g M
ain)
V V
Stor
mw
ater
(G
ravi
ty) - -
Stan
dard
A
pplic
able
AS
/NZS
476
5
Pipe
Mat
eria
ls
PVC
-M
PE
Tabl
e A
1 - A
ccep
tabl
e pi
pe m
ater
ials
and
Sta
ndar
ds (c
ontin
ued)
AS
/NZS
413
0
(Ser
ies
1 or
S
erie
s 2,
as
requ
ired
by th
e TA
)
(PE
80B
or P
E
100
as
requ
ired
by
the
TA)
41
Not
es
Onl
y fo
r gra
vity
app
licat
ions
.
Can
be
easi
ly c
urve
d.
Alte
rnat
ive
inst
alla
tion
tech
niqu
es p
ossi
ble,
for e
xam
ple
pipe
cra
ckin
g an
d sl
ip
linin
g.
Can
be
wel
ded
to fo
rm a
n en
d lo
ad re
sist
ant s
yste
m.
Fusi
on jo
intin
g re
quire
s sk
illed
inst
alle
rs a
nd s
peci
al e
quip
men
t.
Ret
rosp
ectiv
e in
stal
latio
n of
fitti
ngs/
repa
ir co
mpl
icat
ed.
Sm
alle
r dia
met
ers
avai
labl
e in
long
coi
led
leng
th fo
r few
er jo
ints
.
Sui
tabl
e fo
r agg
ress
ive
grou
ndw
ater
, ana
erob
ic c
ondi
tions
, or t
idal
zon
es.
Onl
y fo
r gra
vity
app
licat
ions
Alte
rnat
ive
inst
alla
tion
tech
niqu
es p
ossi
ble,
for e
xam
ple
slip
lini
ng.
UV
resi
stan
t (sp
ecia
l pro
duct
).
Cus
tom
mad
e fit
tings
can
be
man
ufac
ture
d.
Sui
tabl
e fo
r use
with
out a
dditi
onal
cor
rosi
on p
rote
ctio
n in
are
as w
here
stra
y el
ectri
cal c
urre
nts
occu
r.
Low
impa
ct re
sist
ance
and
eas
e of
dam
age
to th
erm
oset
ting
resi
n, m
akes
GR
P
susc
eptib
le to
dam
age
durin
g tra
nspo
rtatio
n, a
nd in
stal
latio
n, in
abo
ve g
roun
d in
stal
latio
ns, f
rom
van
dalis
m, o
r whe
n da
mag
ed a
s a
cons
eque
nce
of n
earb
y ex
cava
tion.
Sui
tabl
e fo
r agg
ress
ive
grou
ndw
ater
, ana
erob
ic c
ondi
tions
or t
idal
zon
es.
Wat
er S
uppl
y (P
ress
ure)
- - -
Was
tew
ater
(G
ravi
ty)
V V V
Was
tew
ater
(P
ress
ure
S ew
er/R
isin
g M
ain)
- - V
Stor
mw
ater
(G
ravi
ty)
V V V
Stan
dard
A
pplic
able
AS
/NZS
506
5
AS
/NZS
506
5
AS
357
1.1
Pipe
Mat
eria
ls
PE
PP
(Stif
fnes
s C
lass
SN
4, 8
, 10
, or 1
6 as
re
quire
d by
the
TA)
GR
P
(Stif
fnes
s C
lass
SN
4, 8
, 10
, or 1
6 as
re
quire
d by
th
e TA
)
Tabl
e A
1 - A
ccep
tabl
e pi
pe m
ater
ials
and
Sta
ndar
ds (c
ontin
ued)
42
Not
es
Alte
rnat
ive
inst
alla
tion
tech
niqu
es p
ossi
ble,
for e
xam
ple
slip
lini
ng.
UV
resi
stan
t (sp
ecia
l pro
duct
).
Cus
tom
mad
e fit
tings
can
be
man
ufac
ture
d.
Suita
ble
for u
se w
ithou
t add
ition
al c
orro
sion
pro
tect
ion
in a
reas
whe
re s
tray
elec
trica
l cur
rent
s oc
cur.
Low
impa
ct re
sist
ance
and
eas
e of
dam
age
to th
erm
oset
ting
resi
n, m
akes
GR
P su
scep
tible
to d
amag
e du
ring
trans
porta
tion,
and
inst
alla
tion,
in a
bove
gro
und
inst
alla
tions
, fro
m v
anda
lism
, or w
hen
dam
aged
as
a co
nseq
uenc
e of
nea
rby
exca
vatio
n.
Suita
ble
for a
ggre
ssiv
e gr
ound
wat
er, a
naer
obic
con
ditio
ns o
r tid
al z
ones
.
Gra
vity
app
licat
ions
onl
y.
Has
ben
efits
for p
artic
ular
ly a
ggre
ssiv
e in
dust
rial w
aste
s.
Not
reco
mm
ende
d fo
r act
ive
seis
mic
(ear
thqu
ake)
zon
es, o
r uns
tabl
e gr
ound
.
Req
uire
s pr
otec
tion
from
hyd
roge
n su
lphi
de a
ttack
in s
ewer
app
licat
ions
, by
plas
tic li
ning
or s
elec
tion
of a
ppro
pria
te c
emen
t add
itive
s.
Wat
er S
uppl
y (P
ress
ure)
V - -
Was
tew
ater
(G
ravi
ty) - V V
Was
tew
ater
(P
ress
ure
Sew
er/R
isin
g M
ain)
- - -
Stor
mw
ater
(G
ravi
ty) - V V
Stan
dard
A
pplic
able
AS 3
571.
2
BS E
N 2
95
AS/N
ZS 4
058
Pipe
Mat
eria
ls
GR
P
VC RR
RC
(rub
ber r
ing
join
t rei
nfor
ced
c onc
rete
)
Tabl
e A
1 - A
ccep
tabl
e pi
pe m
ater
ials
and
Sta
ndar
ds (c
ontin
ued)
43
Not
es
Cem
ent m
orta
r lin
ed, P
E c
oatin
g be
low
gro
und
or h
eavy
dut
y co
atin
g ab
ove
grou
nd.
Hig
h m
echa
nica
l stre
ngth
and
toug
hnes
s.
Ava
ilabl
e in
long
leng
ths.
RR
J an
d w
elde
d jo
ints
ava
ilabl
e.
Cus
tom
Mad
e, s
peci
ally
con
figur
ed s
teel
fitti
ngs
can
be m
ade
to o
rder
.
Can
be
wel
ded
to fo
rm a
sys
tem
that
will
resi
st e
nd lo
ad a
nd jo
int p
erm
eatio
n.
UV
resi
stan
t/van
dal p
roof
/impa
ct re
sist
ant (
whe
re P
E c
oate
d).
Cat
hodi
c pr
otec
tion
(CP
) can
be
appl
ied
to e
lect
rical
ly c
ontin
uous
pip
elin
es to
pr
ovid
e en
hanc
ed c
orro
sion
pro
tect
ion.
PE
line
d an
d co
ated
- R
RJ.
As
abov
e fo
r CLS
(SC
L).
Sui
tabl
e fo
r con
veyi
ng s
oft w
ater
.
Cor
rosi
on re
sist
ant u
nder
all
cond
ition
s.
Gen
eral
not
es
Sta
ndar
d P
ortla
nd c
emen
t mor
tar n
ot re
sist
ant t
o H
2S a
ttack
, at a
ny h
igh
poin
ts
or d
isch
arge
poi
nts
in th
e m
ain.
Hig
h al
umin
a ce
men
t has
impr
oved
resi
stan
ce.
Wel
ded
join
ts re
quire
ski
lled
inst
alle
rs a
nd s
peci
al e
quip
men
t.
Wel
ded
join
ts re
quire
rein
stat
emen
t of p
rote
ctio
n sy
stem
s on
site
.
Spe
cial
des
ign
requ
ired
for w
elde
d fo
r wel
ded
inst
alla
tions
par
alle
l, an
d ad
jace
nt to
hig
h vo
ltage
(> 6
6 kV
) tra
nsm
issi
on li
nes.
Cat
hodi
c pr
otec
tion
requ
ires
regu
lar m
onito
ring
and
mai
nten
ance
.
Sea
l coa
ting
may
be
requ
ired
over
cem
ent m
orta
r lin
ings
, whe
n co
nvey
ing
soft
wat
er, o
r in
low
flow
ext
rem
ities
of r
etic
ulat
ion
mai
ns, t
o pr
even
t pot
entia
lly h
igh
PH
.
Sui
tabl
e fo
r hig
h lo
ad a
pplic
atio
ns s
uch
as ra
ilway
cro
ssin
gs a
nd m
ajor
road
s.
Larg
e di
amet
ers
are
avai
labl
e.
Sui
tabl
e fo
r aer
ial o
r sus
pend
ed p
ipel
ine
appl
icat
ions
.
Wat
er S
uppl
y (P
ress
ure)
V
Was
tew
ater
(G
ravi
ty) -
Was
tew
ater
(P
ress
ure
Sew
er/R
isin
g M
ain)
V
Stor
mw
ater
(G
ravi
ty) -
Stan
dard
A
pplic
able
NZS
444
2
AS
157
9
Pipe
Mat
eria
ls
CLS
(SC
L)
(con
cret
e lin
ed
wel
ded
stee
l)
Tabl
e A
1 - A
ccep
tabl
e pi
pe m
ater
ials
and
Sta
ndar
ds (c
ontin
ued)
44
Not
es
Fatig
ue a
naly
sis
not n
orm
ally
requ
ired
(pre
ssur
e se
wer
app
licat
ions
).
Hig
h m
echa
nica
l stre
ngth
and
toug
hnes
s.
Eas
e of
join
ting.
UV
resi
stan
t/van
dal p
roof
/impa
ct re
sist
ant.
Wel
l est
ablis
hed
met
hods
of r
epai
r.
Sui
tabl
e fo
r hig
h pr
essu
re a
nd a
bove
gro
und
pipe
lines
.
Res
train
ed jo
int s
yste
ms
avai
labl
e.
Suf
ficie
nt ri
ng s
tiffn
ess
to n
ot re
ly o
n si
de s
uppo
rt, fo
r stru
ctur
al a
dequ
acy
for
the
usua
l wat
er s
uppl
y in
stal
latio
n de
pths
.
Ele
vate
d P
H m
ay o
ccur
whe
n co
nvey
ing
soft
wat
er, o
r in
low
flow
ext
rem
ities
of
retic
ulat
ion
mai
ns.
PE
sle
evin
g is
requ
ired,
and
mus
t be
care
fully
app
lied
and
repa
ired
whe
n da
mag
ed.
Sta
ndar
d P
ortla
nd c
emen
t mor
tar n
ot re
sist
ant t
o H
2S a
ttack
, at a
ny h
igh
poin
ts
or d
isch
arge
poi
nts
in th
e m
ain.
(W
aste
wat
er a
pplic
atio
ns.
Hig
h al
umin
a ce
men
t has
impr
oved
resi
stan
ce.)
Not
sui
tabl
e fo
r agg
ress
ive
grou
ndw
ater
, ana
erob
ic c
ondi
tions
, or t
idal
zon
es.
Gen
eral
ly o
f sho
rt le
ngth
(for
cul
verts
and
so
on).
Joi
nts
need
con
side
ratio
n in
fin
e so
ils w
ith h
igh
wat
er ta
bles
. In
vert
may
nee
d lin
ing
to e
xten
d lif
e.
Gen
eral
ly o
f sho
rt le
ngth
(for
cul
verts
and
so
on).
Joi
nts
need
con
side
ratio
n in
fin
e so
ils w
ith h
igh
wat
er ta
bles
. In
vert
may
nee
d lin
ing
to e
xten
d lif
e.
Spe
cific
des
ign
for d
ynam
ic s
tress
es (f
atig
ue re
quire
d fo
r pre
ssur
e se
wer
ap
plic
atio
ns).
Gra
vity
app
licat
ions
onl
y.
Gra
vity
sto
rmw
ater
app
licat
ions
onl
y.
Wat
er S
uppl
y (P
ress
ure)
V - - V - -
Was
tew
ater
(G
ravi
ty) - - - - V -
Was
tew
ater
(P
ress
ure
Sew
er/R
isin
g M
ain)
V - - V - -
Stor
mw
ater
(G
ravi
ty) - V V - V V
Stan
dard
A
pplic
able
AS
/NZS
204
1
AS
/NZS
204
1 N
ZS 4
405
N
ZS 4
406
AS
/NZS
351
8 A
S/N
ZS 3
690
AS
/NZS
387
9
AS
/NZS
126
0
AS
/NZS
125
4
Pipe
Mat
eria
ls
DI
Cor
ruga
ted
alum
iniu
m
pipe
Cor
ruga
ted
stee
l pip
e
AB
S
PVC
-U
PVC
-U
(duc
tile
iron
pipe
)
Tabl
e A
1 - A
ccep
tabl
e pi
pe m
ater
ials
and
Sta
ndar
ds (c
ontin
ued)
AS
/NZS
228
0
AS
368
1
45
Not
es
Gra
vity
sto
rmw
ater
app
licat
ions
onl
y.
PE
pre
ssur
e fit
tings
, inc
ludi
ng m
echa
nica
l com
pres
sion
, but
t fu
sion
or e
lect
rofu
sion
, as
appr
oved
by
the
TA.
Gen
eral
ly fo
r pre
ssur
e ap
plic
atio
ns.
Sha
ll be
coa
ted
with
a
poly
mer
ic c
oatin
g, a
pplie
d in
acc
orda
nce
with
AS
/NZS
415
8
Gen
eral
ly fo
r pre
ssur
e ap
plic
atio
ns.
Sha
ll be
coa
ted
with
a
poly
mer
ic c
oatin
g, a
pplie
d in
acc
orda
nce
with
AS
/NZS
415
8
Gen
eral
ly fo
r pre
ssur
e ap
plic
atio
ns.
Tapp
ing
band
s us
ed o
n fle
xibl
e pi
pes
shal
l be
AS
/NZS
479
3 Ty
pe F
- th
at is
. 'fu
ll ci
rcle
des
ign.
'
Duc
tile
iron
tapp
ing
band
s sh
all b
e co
ated
with
a p
olym
eric
co
atin
g, a
pplie
d in
acc
orda
nce
with
AS
/NZS
415
8.
Gen
eral
ly p
ress
ure
appl
icat
ions
.
Gen
eral
ly p
ress
ure
appl
icat
ions
.
Gra
vity
app
licat
ions
onl
y.
Gra
vity
app
licat
ions
onl
y.
Wat
er S
uppl
y (P
ress
ure)
- V - V V V V V - -
Was
tew
ater
(G
ravi
ty)
- V V - - - - - V V
Was
tew
ater
(P
ress
ure
Sew
er/R
isin
g M
ain)
- V - V V V V V - -
Stor
mw
ater
(G
ravi
ty)
V V V - - - - - V V
Stan
dard
A
pplic
able
AS
/NZS
12
54
AS
/NZS
41
29
AS
399
6
AS
/NZS
22
80
AS
/NZS
49
98
AS
/NZS
47
93
NZS
/BS
750
AS
263
8.2
AS
/NZS
50
65
AS
/NZS
50
65
Fitti
ngs
Mat
eria
ls
PVC
-U
PE Acc
ess
cove
rs
and
grat
es
Duc
tile
iron
Duc
tile
iron
unre
stra
ined
m
echa
nica
l co
uplin
gs
Plas
tic o
r m
etal
lic
tapp
ing
band
s
Fire
hyd
rant
s
Res
ilien
t se
ated
gat
e va
lves
PE
(Stif
fnes
s C
lass
S
N 4
, 8, 1
0 or
16
as
requ
ired
by th
e TA
)
PP (Stif
fnes
s C
lass
S
N 4
, 8, 1
0 or
16
as
requ
ired
by th
e TA
)
Tabl
e A
2 - A
ccep
tabl
e fit
ting
mat
eria
ls a
nd S
tand
ards
46
17. APPENDIX B
Replace Appendix B NZS 4004 (Page 203-221) with the following Invercargill City Council Standard details ICC Standard Roading Details ........................................................................ PAGE R1 Standard Legends ..................................................................................... 49 R2 Cross Section – Standard Position of Services ......................................... 50 R4 Standard Corner Details ............................................................................ 51 R5 Standard Kerb and Channel Details .......................................................... 52 R6 Standard Crossing Layouts ....................................................................... 53 R7 Mountable Kerb and Channel Details ........................................................ 54 R8 Dish Channel, Road Edge, Kerb Only and Traffic Island Mountable Kerb Details ............................................................................. 55 R9 Standard Street Name Blade Details ......................................................... 56 R10 Roundabout/Chevron Name Board ........................................................... 57 R11 Asphalt and Concrete Footpath Construction ............................................ 58 R12 Pedestrian Accessway .............................................................................. 59 R13A Stormwater Road Sump ............................................................................ 60 R16 Recommended Sump Connections to Stormwater Main ........................... 61 R17 Standard Rural Sump Manhole/Blowhole With Webgrating ....................... 62 R17A Standard Rural Sump Manhole/Blowhole With Cast Iron Sump Grate and Frame ..................................................... 63 R20 Asphalt Road Hump Detail ........................................................................ 64 R20A Asphalt Road Platform Detail .................................................................... 65 R21 Standard Vehicle Crossing Construction Details ....................................... 66 R22 Standard Concrete Vehicle Crossing Construction Details ........................ 67 R23 Standard Vehicle Crossing Construction Details for Gravel Footpaths ...... 68 R24 Typical Details – Removable pedestrian barrier 1 ..................................... 69 R25 Typical Details – Removable pedestrian barrier 2 ..................................... 70 R26 Cycle Stand ............................................................................................... 71 R28 Rural Accessway Layout ........................................................................... 72 R28B Rural Accessway Layout (two to six dwellings) ........................................ 73 R29 Rural Accessway Layout With Letter Box .................................................. 74 R29A Rural Letter Box Accessway Layout .......................................................... 75 R30 Typical Construction Details for Rural Accessway ..................................... 76 R31 Splitter Island Details ................................................................................ 77 R37 Cycle Holding Rail/Give Way Sign ............................................................ 78 R41 Street Lighting Standard Ground Planted Columns ................................... 79 R44 Passing Bay Detail .................................................................................... 80
DRAINAGE DETAILS ........................................................................................ PAGE
D1 Standard Silt Trap With Cleaning Eye .......................................................... 81 D3 100/150 ∅ uPVC Standard Connection Showing Inclined Riser .................. 82 D4 100/150 ∅ uPVC Standard Connection Showing Vertical Riser ................... 83 D5 Typical Details – Boundary Cleaning Eye .................................................... 84 D6 Typical Detail Running Trap ......................................................................... 85 D7 Standard Cleaning Eye ................................................................................ 86 D9 C.I. Framed Cover for Cleaning Eye ............................................................ 87 D10 Detail of Saddle Connection ........................................................................ 88 D11 C.I. Frame and Cover for Heavy Duty Manhole ........................................... 89 D12 Standard Concrete Sump Manhole .............................................................. 90 D13 Standard Concrete Drop Manhole for 100 ∅ and 150 ∅ uPVC Pipe ............ 91 D14 Standard Precast Concrete Manhole ........................................................... 92 D15 Standard Concrete Manhole 150 ∅ to 675 ∅ Mains .................................... 93 D16 Standard Concrete Manhole with Reducing Diameter Mains 150 ∅ to 600 ∅
47
Mains ........................................................................................................... 94 D17 Standard Concrete Manhole with Reducing Diameter Mains 750 ∅ to 1800 ∅
RCRRJ Mains .............................................................................................. 95 D18 Standard Concrete Manhole 750 ∅ to 1800 ∅ Mains .................................. 96 D20 Standard Concrete Manhole 0° to 59° Bend ................................................ 97 D21 Standard Concrete Manhole 60° to 90° Bend .............................................. 98 D22 Maintenance Shaft for 150 ∅ to 225 ∅ Mains .............................................. 99 D23 Standard Embedment and Trenchfill Arrangement .................................... 100 D24 Standard Embedment for Flexible and Rigid Pipes .................................... 101 D24A Standard Embedment for Flexible and Rigid Pipes ................................... 102 D26 Standard Detail of Service Support ............................................................ 103 D28 Standard Detail for Timbering Open Ditches .............................................. 104 D29 Foulsewer Manhole Gas Tray .................................................................... 105 D30 Conversion of Channel Connection Showing Inclined Riser ....................... 106
WATER DETAILS ............................................................................................. PAGE
W1 Hydrant Installation ................................................................................. 107 W3 Valve Installation ..................................................................................... 108 W5 Valve Surface Box ................................................................................... 109 W6 Toby Box ................................................................................................. 110 W7 Surface Box Screwdown Hydrant ............................................................ 111 W8 Typical Details Thrust Block Installation Tee’s, Bends and Tapers .......... 112 W8A Typical Details Thrust Block Installation Tee’s, Bends and Tapers – Table ... ................................................................................................................ 113 W9 Typical Details Thrust Block Installation Gate Valves and Vertical Bends 114 W9A Typical Details Thrust Block Installation Gate Valves and Vertical Bends 115 W10 Typical Trench Detail of Backfilling Requirement ..................................... 116 W11 Fire Hydrant Concrete Indicator Post ...................................................... 117 W12 Scour Valve Concrete Indicator Post ....................................................... 118 W13 Air Valve Concrete Indicator Post ............................................................ 119 W14 Valve Concrete Indicator Post ................................................................. 120 W16A Surface Box Lid for Double Spindle Hydrant ........................................... 121 W16B Surface Box Frame for Double Spindle Hydrant ...................................... 122 W17 Property Services Connection to Main .................................................... 123
48
49
Electrical Cable
1
" ® Telecom Cable
.JI ... / Boundary Line
~ .. " "'
Stormwater
.JI
Gasmain Sewer Kerb Line
= iI --- sw,-----+-SN SW
FS,------~~~-------FS 0 FS FS FS-
Watermain
w w VI w w-
T e-
TYPE OF SERVICE LINETYPE SYMBOLS ---Foul Sewer - rs ,. @ Manhole
Foul Sewer (Rising) FS-R o Cleaning Eye
Foul Sewer (Abandoned) FS-A8 ICJI Pump Station
Stormwater - <t,.;, $,V @ Manhole
Stormwater (Sealed) sws o Cleaning Eye
Stormwater (Abandoned) SWAB Cl Pump Station
Watermain --w w • Hydrant ® Air Valve
Watermain (Supply) W-SU l><I Valve ~ Toby Box
Watermain (Abandoned) W-AB ~ Scour Valve
Gasmain --
Underground Electricity Cable __ , E
I Overhead Electricity Cables --, -0• F<H
I Underground Telecom Cable --1
Overhead Telecom Cable --1,Qff '"'" @ Standard Stone
Not to scale
'{\_ Fig. R1 STANDARD LEGENDS Rev. 4
lnvercargill Date 5/08 Cl1''f COUNCIL
50
0 ~~ co co
"O "O C C :::J :::J 0 0 ca ca £ 00 :::J Q)
~s 5.0m
2.5m
Electrical Cable
Telecom Cables including copper and fibre (450mm min cover)
'{\._ lnvercargill
CITY COUNCIL
Trench width typically pipe OD+ 600mm
ct I
Foul Sewer (700mm min cover)
7.0m
4.0m
Electrical Cable (600mm min cover)
Telecom Cable (450mm min cover)
0 ~~
"O co C "O :::J C 0 :::J ca o .c ca .......... I... (/)
0 co zw
•
Not to scale
CROSS SECTION - STANDARD POSITION Fig. R2 Rev. 5
OF SERVICES Date 2/13
51
I • 3.o .. I
3m x 3m BERM
I· 5.5
Tactile Indicator
5.5m x 5.5m BERM SHOWING TYPICAL 'PRAM' CROSSING AND TACTILE INDICATOR
I· 5.5
i I I I J
I I
I I
I I
I /
/ /
/ /
.,..,. O' ........ ·o
-~~ 1> 910,:.
% 3m x 5.5m BERM
1~1
2.5m x 2.5m BERM
Not to scale
Fig. R4 '{~ STANDARD CORNER DETAILS Rev. 4 lnvercargill Date 7/08
CUY COUNCIL
52
20mm Chamfer
0 (X)
300
300 l~ I-AP65 Bedding
STANDARD KERB AND CHANNEL
300 - I
0 0 N
l{) 0) N
0 0 N
at 75 centres
HEAVY DUTY SLIP FORMED CROSSING KERB AND CHANNEL
275 125 125
l{) N
[ [----3_oo ___ 4_25_, _ __ L, 300 j
\_ A~65 Bedding
SLOT CROSSING Notes
1. All radii to be 20mm min.
0 (X) N
20mm Chamfer
0 (X)
300 125
l{) N
0 0
1-- 300 -I~ - 300 -IN AP65 Bedding
CROSSING KERB AND CHANNEL
20mm 300 300 Chamfer l{)
<')
~1 .. . :, l{) l{) N <')
N
~~ 300 I~ 300 • I
5x 10 Rods at 120 centres
HEAVY DUTY VEHICLE CROSSING KERB AND CHANNEL
20mm Chamfer
0 (X) .....
I · 300
11251 ~ - ---0 (X) .....
0 0
• I • 42~ • I • 300 • I N
\_ AP65 Bedding
PRAM CROSSING
2. All concrete to be 20MPa (min) certified concrete to NZS 3104. 3. Clegg Impact Valve of bedding to be 35 (min.) 4 . All Kerb and Channel to be constructed with one pour. Not to scale
'{"-- STANDARD KERB AND Fig. R5 Rev. 6
lnvercargill CHANNEL DETAILS Date 6/12 (Tl"f COUNctl
53
STANDARD VEHICLE CROSSING
PRAM CROSSING
·{~ lnvercargill
CITV COUNCIL
STANDARD CROSSING
LAYOUTS
Not to scale
Fig. R6 Rev. 2 Date 6/07
54
0 ..... N
0 <.O
75 320
•• 4 0(1 ~. •• ". : h ·:. 4
. · .. · :"· ··.·.·<I'.·,
AP65 Bedding
MOUNTABLE KERB AND CHANNEL
AP65 Bedding
0 (X) .....
MOUNTABLE KERB AND CHANNEL PRAM CROSSING
5 x 010 Rods at 80 centres
'{~ lnvercargill
CITY COUNCIL
0 <.O
-4. .< ••
320
t,. ~ . • ',q:... • ~ •• ")I.
,4 . ~ .
AP65 Bedding
HEAVY DUTY MOUNTABLE KERB AND CHANNEL
MOUNTABLE KERB
AND CHANNEL DETAILS
Notes 1. All radii to be 20mm min. 2. All concrete to be
20MPa (min) certified concrete to NZS 3104.
3. Clegg Impact Value of bedding to be 35 (min.)
4. All Kerb and Channel to be constructed with one pour.
Not to scale
Fig. R7 Rev. 4 Date 7/08
55
0 0 ("")
0 0 N
AP65 Bedding
DISH CHANNEL
I
AP65 Bedding 5x D10 Rods at 120 centres
HEAVY DUTY DISH CHANNEL
I.(") N N
.• .,· • . . LC)
..... ··~ N :· ... I--.,-+-----
<!:· 1-> 0 0 (X) I.(")
0 0
AP65 Bedding
ROAD EDGE
AP65 Bedding
TRAFFIC ISLAND MOUNTABLE KERB
340 200 100
640 300
;.;._._·.-.l 0 0 N
AP65 Bedding
KERB ONLY
Notes
AP65 Bedding
TRAFFIC ISLAND MOUNTABLE KERB AND CHANNEL
1. All radii to be 20mm (min). 2. All concrete to be 20MPa (min) certified concrete to
NZS 3104. 3. Clegg Impact Valve of bedding to be 35 (min). 4. All Dish and Kerbs to be constructed with one pour. Not to scale
'{'-.._ DISH CHANNEL, ROAD EDGE, KERB ONLY AND Fig. R8 Rev. 4
lnvercargill TRAFFIC ISLAND MOUNTABLE KERB DETAILS Date 7/08 CITY COUNCIL
56
1-w w Q'. 1-(/)
Note:
I I
I I I I
/ /
/ /
I I
I I
STREET Kerb
/ /
/
y--- --- er----' I I I
~ ro "O C :::l 0 co
/
/ /
/
/ /
/
/ /
/
/ /
/
Boundary
POLES LOCATIONS IN RELATION TO BOUNDARIES
'I' Section Alumium
Ful l white background (Class 1A)
E.G. Yellow (3M 1171)
Transport medium font (Typically 70% condensing)
E.G. Blue - Verse Cut (3M 1175) 450
NAME BLADE DETAIL
400mm Signfix Ground Socket
Where possible street name blades are to be fixed onto street light poles.
060mm Fluted Aluminium Pole
ELEVATION
0 0 l!) N
c:: E
0 0 co
Not to scale
·{~ STANDARD STREET NAME Fig. R9 Rev. 2
lnvercargill BLADE DETAILS Date 3/08 C ITY COUNCIL
57
-1
s ft c::: ,. ~~,,,?~ ! Q) ;:ca -· ==
:::0 0 C z z C,
)> )> :s: m m o m C 0 -f )> 0 :::0 :::c c, m
< :::0 0 z -
0 :::a ,,ru ro -· ..... < cc Cl) • •
0, arv~ I co OJ
z 0 ..... ..... 0 u, () ru CD
20 Rad. corners
0 0 (")
0 I.()
E.C. Yellow (3M 1171)
·1·~·· ii If,, ~- ·•
9 ..
~
• .•. ··· .. . ·. 0
.. : · .. ~· . ~ ..
0
1800
Full white background
'Signfix' fittings &
channel to posts \
(C lass 1A) r Capped end Transport medium font _ .
60mm dia. Aluminium
'Signfix' ground socket fluted post
Notes 1. All dimensioris'are in millimetres (mm)
unless otherwise stated.
2. No obstructions or landscaping in front of signs.
.... ~ c:, 4 . .. .
•I ~ <II I •
:•4
,i, x rn ~
.• , g
.. "·
·.1 §t
58
Kerb & Channel
Note:
Width varies
Q)
Area reserved for 2: Q)
underground ~ i::' electrical and o::: {g
telecommunication 15 § cables & as
Footpath 1500 Concrete or 1800 Asphalt 600
75mm topsoil and grass l AP20or40
basecourse
100mm topsoil and grass or paved to match footpath
FOOTPATH CONSTRUCTION AT BOUNDARY
Area reserved for underground electrical and
telecommunication cables
Width Varies 1 · Footpath 1500 Concrete or1800 Asphalt •
~ Q)
~ c:' 0::: ro
"'O "'O C ro :::i oo
0::: co
AP20 or40 basecourse
100mm topsoil and grass or paved to match footpath
FOOTPATH CONSTRUCTION AT KERB LINE
Basecourse Depth Paving Depth
I Concrete 100mm 100mm
I Asphalt 100mm 25mm
FOOTPATH CONSTRUCTION DETAILS
1. Crossfall of berm and footpath 2.0% unless approval given by Engineer. 2. Clegg Impact Value to basecourse to be 30 (min). 3. All concrete to be 20MPa (min) certified concrete to NZS 3104. Not to scale
'{"-. ASPHALT AND CONCRETE Fig. R11 Rev. 6
lnvercargill FOOTPATH CONSTRUCTION Date 2/13 CITY COUNCIL
59
'{\.._ lnvercargill
CITY COUNCIL
Q) (.) C Q) u.
~ ro
'O C :::l 0 aJ >, ro :l: ~
ro s
150
I Concrete
I Asphalt
2500 (typical)
25mm Asphaltic concrete as specified by local authority
AP40 or 20 Basecourse
Standard Kerb J and Channel
Basecourse Depth Paving Depth
100mm min 100mm
100mm min 25mm min
ACCESSWAY CONSTRUCTION DETAILS
Note: 1. Clegg Impact Valve of basecourse to be 30 (min) 2. All concrete to be 20MPa (min) certified concrete to NZS 3104.
PEDESTRIAN ACCESSWAY
Q) (.) C Q) u.
~ ro 'O C :::l 0 aJ >, ro :l: ~
ro s
150
Not to scale
Fig. R12 Rev. 5 Date 2/13
60
Saint - Gobain SELECT A 500 Grating (T-Profile for Standard Kerb and Channel)
~
(A-Profile for Mountable Kerb and Channel) In situ concrete sump surround *Similar alternative gratings may be
----, ..... b·e·c·a"'srt _ar_o_u_n_d s,mp box \ app,oved by' englnee, '"' r r--__ ..J..___I ' ~ t
Epoxy mortar seal around pipe
Push-On Cap
Concrete Surround
0150mm x 90° Bend
0 0 '<I'
450
-··
· 4 · . . • ... : ·
: ....
Standard precast concrete sump box 450 ID x 450 ID '·
0 U1
Concrete Surround
SECTION 'A -A' SECTION 'B - B'
0150mm x 45° Junction 6a
V
~
0 150mm x 45° Bend
"Back Entry" Connection shown. Connection can be fitted R.H. or LH. by the Engineer.
150dia. X 45° Bend
Notes.
Detail of connection at back of sump
1. Concrete to be high grade 17.5 min MPa to N.Z.S. 3104 2. Compacted granular bedding and surround to AS/NZS 2566.2
0 150mm x45° Juction
0150mm x 90° Outlet Bend
'{"-lnvercargill
Cl1 V COUNCIL
PLAN
600 Min
Kerb
0150mm x45° Bend
'A' Channel l " _ _,..---- Sump Connection to S.W. Main. See recommend layout on Fig. R16
STORMWATER
ROAD SUMP
Not to scale
Fig. R13A Rev. 3 Date 3/10
61
62
Web Grating
A
Bracket weld to Flat Bar 5mm Fillet Weld
0900mm concrete Flush Jointed Pipe
Webgrating WA 255/1 Webforge Series 1 sheet
A
L _ --~ ---t-,-....+-ffi~-t-\--if-1-t--+--t----ilt-+--+ _j
25 x 5 Flat Bar welded to Webgrading
Notes 1. Contractor to confirm all dimension on
site prior to construction 2. Webgrating to be galvanised
/\
PLAN
30 Pipe ID less 60mm ---1-1------~~~~~~~~~---.i
I I I I I I
1/) (I)
-~ >
Subsoil Drain or Culvert
20 30
<1
I I
: : Flow
q.
10
0 ll)
Pipe Wall
Thickness
-- - -- - -- ·- 1--1- - --~ II ----r i"--~ -- --
Pipe Size J Varies
'{"-lnvercargill
CIT'r COUNCIL
c.i C 0 (.)
0 0
I I I I
1 I I I
SECTION A-A
\_ S,bsoil Dra;c or Culvert
Joints to be sealed
Not to scale
STANDARD RURAL SUMP MANHOLE I Fig. R17 Rev. 4
BLOWHOLE WITH WEBGRATING Date 7/08
63
Hygrade 500 HD Spigot Frame and Grate
or similar
Hygrade 500 HD Spigot Frame and Grate
I I _. --- I -I
I I
Pipe Size J Varies
0 C: 0
(.)
0 0 ..-
-- ---PLAN
SECTION A - A
\ I r ----1 I I
900 dia. concrete Flush Jointed Pipe
A
I _!_!_ ~ -- _J I I I L - f- -t - -+-.----,..;
I I I I
I I - I - I
I I
Subsoil Drain or Culvert
manhole slab
900 dia. Concrete Flush Jointed Pipe
Flow ~
Joints to be sealed
Not to scale
'{\_ STANDARD RURAL SUMP MANHOLE I Fig. R17A BLOWHOLE WITH CAST IRON SUMP Rev. 2
lnvercargill GRATE AND FRAME Date 3/08 CITY COUMCIL
64
~--~·: ···L-~~
:{··:}·/(_~~
ROAD HUMP SECTION
130 140 130
I- 400 - I
SECTION FOR SMALL PROFILE HUMP
Not to scale
'{\.._ Fig. R20 ASPHALT ROAD HUMP DETAIL Rev. 3
lnvercargill Date 3/08 CITY COUNCIL
65
E E 0 0 T""
t
E E
L!) r--
1.5m
1.5m
Existing Footpath
Existing Kerb /'---':::~.\-' -'--"' and Channel.........../
150mm White Reflectorised
paint markings
\(~ lnvercargill
CITY COUNCIL
ASPHALT PLATFORM (TYPE 'A')
25mm final layer of Mix6AC
25mm final layer of Mix6AC
Existing Seal \
ASPHALT PLATFORM (TYPE 'B')
PLATFORM EDGE TREATMENTS
Even spaces to match width of platform
(1.5m Max)
RAMP ROAD PAINT MARKINGS
ASPHALT ROAD PLATFORM DETAIL
Existing Kerb and Channel
Not to scale
Fig. R20A Rev. 2 Date 7/08
66
Driveway
Level at top of kerb
7 /Mix 10 Asphalt
.......... _L ______ Origin~ Footpath ~rade
M4 AP20 or40 Basecourse
Asphalt Depth
Basecourse Depth
Road Reserve Boundary Line
Residential
25mm
125mm min.
Heavy Duty
50mm average
150mm min.
FaU!
Wing Wall Crossing Kerb & Channel
1.5m 3.5m Minimum
AP65 Bedding
Footpath to be shaped to conform with the wing wall and vehicle crossing
Kerb and Channel
FOOTPATH POSITION - KERB All the hatched area is to be constructed to the required vehicle crossing standard
Existing Asphalt Footpath
All hatched area is to be constructed with 100mm depth
of basecourse and 100mm depth of concrete
Fall ! Road Reserve Boundary Line
---+-Footpath to be shaped to . . I conform to vehicle crossing
1.5m
Note 1. Clegg Impact Value of basecourse to be 35 (min)
Wing Wall Crossing Kerb & Channel Kerb and Channel 1.5m 3.5m Minimum
FOOTPATH POSITION - BOUNDARY Not to scale
('-._ STANDARD VEHICLE CROSSING Fig. R21 Rev. 6
lnvercargill CONSTRUCTION DETAILS Date 2/13 CITY COUNCIL
67
(I) 2:' ~~
Driveway
"'O (I) C CIJ Cl) ~ 0 <D 0
0::: 0::: co I [
Concrete Level at top of kerb
7 / - - - _____ _?~g_i_n~I _:~~p~t~ Grade AP65 Bedding
M4 AP20 or 40 Basecourse
Residential Heavy Duty
Concrete Depth 100mm min 150mm min
Basecourse Depth 100mm min 100mm min
Road Reserve Boundary Line
Construction and expansion joints Fall
Notes 1. All Heavy Duty concrete (including the wing wall
areas) to be reinforced with 665 mesh. Mesh to be overlapped by 200mm minimum at joints and laced together with wire.
2. All concrete to be 30MPa min certified concrete to NZS 3104.
3. Clegg Impact Value of basecourse to be 35 (min)
All the hatched area is to be constructed to the required vehicle crossing standard
Wing Wall Crossing Kerb & Channel Kerb and Channel
Footpath to be shaped to conform with the wing wall and vehicle crossing
1.5m 3.5m Minimum Existing Concrete Footpath FOOTPATH POSITION - KERB
Road Reserve Boundary Line \
Construction and expansion joints
All the hatched area is to be constructed to the required
vehicle crossing standard
Fall !
Wing Wall Crossing Kerb & Channel
1.5m 3.5m Minimum
Construction and expansion joints
Footpath to be shaped to conform with the wing wall and vehicle crossing
\_ Kerb and Channel
FOOTPATH POSITION - BOUNDARY Not to scale
'{~ lnvercargill
CITY COUNCIL
STANDARD CONCRETE VEHICLE
CROSSING CONSTRUCTION DETAILS
Fig. R22 Rev. 6 Date 2/13
68
Driveway
Q) c:' 2: ~
~ ~ § Level at top of kerb I 0 Q) O o:: o:: co Mix 10 Asphalt
I _ ....... :-: :-L-_____ ':l_ri!)~~ .':~tp"_tli_ Grade ................ ......... -----,-,
M4 AP20 or40 Basecourse
I Asphalt Depth
I Basecourse Depth
Note
Residential Heavy Duty
25mm 50mm
125mm min. 150mm min.
Road Reserve Boundary Line l 1. Clegg Impact Value of basecourse to be 35 (min)
AP65 Bedding
All the hatched area is to be constructed to the required vehicle crossing standard
Existing Gravel Footpath
'{\.._ lnvercargill
CITY COUNCIL
1.5m Wing Wall
Existing Gravel Footpath
3.5m Minimum \_ Kerb and Channel
Crossing Kerb and Channel
Not to scale
STANDARD VEHICLE CROSSING Fig. R23 CONSTRUCTION DETAILS FOR Rev. 6
GRAVEL FOOTPATHS Date 2/13
69
0 1.() co
Dressed Timber Post
:o I
0
H3 100 X 50 Dressed Timber Rail
Galv. M12 x 150 Coach Bolt
g H4 100 X 100 Dressed T imber Post
Ground Level
Q) 0 C: Q)
u.
----r- ...J1 :~--r------------------------------- - -,---1 1---r-1 :: II I I I I I f II II I I : : . I I <t i 11 <:l I I <I I I
1 · 11
:: i 100 H--t' • i I ii JI " . . I -- . ' " I 1"<> 1111 ~ I , . 1 II II · 1 .<> I I I '1 ,/' II II I YI I I 1
11 11 )1
Concrete · 1 1c<1 4 11 11 I · I I I
II . II II ,' Concrete I I I I
--1.---:----11 1-..J I I L. ...J I L _....L.. _ _.L. _ _j Elevation L ___ : ___ J
150 _ _.___, ___
100
Q) 0 C: Q)
LL
....... ~--------------~'?'.1->1 __ _,.._
0 0 1.()
1000
~ C: Q) LL
1000 150
'Pedestrian Access Only' Sign --......i~
Plan
0 0 (")
Not to scale
'{"-lnvercargill
CITV COUNCIL
Typical Details. Removable
Pedestrian Barrier - 1
Fig. Rev. Date
R24 1
1/04
70
100 x 50 H3 Rail
0 CD CD
-{~ lnvercargill
CITY COUNCIL
90 x 90 H4 Dressed Post
M 12 Bolt x 110
0 co l!)
0 0 CD
32mm dia. Galv. Washer
Counter Suck Hole
3 - 5mm Slot in Steel
Welded
0 Cf)
0 co
100 x 100 x 3 DuraGal Square Hollow Section
Post to be tapered in 10mm on two opposing sides for last 550mm
Not to scale
Typical Details. Removable Fig. R25 Rev. 1
Pedestrian Barrier - 2 Date 1/04
71
204 050mm x 2.9mm wall
0 0
0 L() (')
1-500
-1
050mm x 2.9mm wall
100
4 x M12 x 125mm Dynabolts
PLAN (Surface Mounted Plate - 5mm thick)
0 L()
'SI"
0 0
1-500 •
SIDE ELEVATION (Surface Mounted)
SIDE ELEVATION
(Plant Mounted)
'{"--lnvercargill
CITY COUNCIL
Product Specifications 1. Hot dip galvanised to AS/NZS 4680 (1999). Exterior
Polyester Powder Coat Finish. (Resene Erode Claret) or 2. 316 Stainless Steel finished with 320 Grit abrasive and
electropolished.
CYCLE STAND
0 0 (')
Not to scale
Fig. R26 Rev. 2 Date 7/08
72
Concrete Surrou7d
Existing ditch or watertable
'{"-lnvercargill
CITY COUNCIi.
Driveway to Private Property
Existing Road
Seal to be not less than the standard of the road surface or the proposed or existing footpath
\ Conc,ete Surround
... . .. . . . . · ...
See permit for pipe size and strength
0 200 Farmtuff PVC Storrnwater pipe or as directed by Engineer
Existing edge of seal
Not to scale
Fig R28 RURAL ACCESSWA Y LAYOUT Rev 4
Date 7/12
73
Driveway to Private Property
4 .Om minimum
/
Seal to be not less than the ~ ------1-----~----< standard of the road surface
or the proposed or existing footpath
Note Mailbox bay may be constructed in conjuction with this layout. see vehicle crossing approval.
•
6.0m minimum
Existing edge o f seal J Existing Road
Concrete Surround
0200 Farmtuff PVC Stormwater pipe or as directed by Engineer
Not to scale
RURAL ACCESSWAY LAYOUT
(Two to six dwell ings)
Fig R28B Rev 1 Date 10/14
74
Existing ditch or watertable
Concrete Surround
Seal to be not less than the standard of the road surface or the proposed or existing footpath
Driveway to Private Property
0200 Farmtuff PVC Stormwater pipe or as directed by Engineer
See permit for pipe size and strength
~ . ~
"'C ro 0
0::: O') C -(/) ·x w
Letterbox to be installed on individual posts at
~~~~, iiil~~§"- 1 1m (min) spacings (100 X 100 H4 Tanalised Post)
E 0 0 ,...
E 0
>, .D -0 Q) u, (II Q)
t; C ~
Not to scale
'{~ RURAL ACCESSWA Y LAYOUT Fig R29 Rev 8
lnvercargill WITH LETTER BOX Date 7/12 Clf'( COUNCIL
75
Existing ditch or watertable
See permit for pipe size and strength
Twin Coat Chip Seal (not required on unsealed roads)
0200 Farmtuff PVC Stormwater pipe or as directed by Engineer
Concrete Surround---~
See permit for pipe size and strength
\('-.._ lnvercargill
CITY COUNCIL
RURAL LETTERBOX
ACCESSWAY LAYOUT
Existing edge of seal
"'O rn 0
a::: 0) C
:..:; Cl) ·x w
§ Letterbox to be installed co on individual posts at
1 m (min) spacings
E 0
>, ..Q
-a Q) (/)
ro ~ (.) C:
(100 x 100 H4 Tanalised Post)
Not to scale
Fig R29A Rev 5 Date 7/08
76
150mm compacted depth of AP65 subbase gravel and 50mm compacted depth
c:' M4 AP20 with Twin Coat Chip Seal. C1l
"O c (Chip Seal not required on C :::l .E 0
unsealed roads) 0 N en L{) Q.
CD <( I Q. -.:I' I <( 2 I 0 - Maximum Grade ± 4% for 1 Om I L{)
/
Topsoil removed down to suitable base i.e. clay or sand See Permit for pipe
size and strength
Pipe to be bedded on AP20 gravel. Bottom of ditch to be cleaned out
prior to placing of bedding material
CROSS SECTION
150mm AP65 50mm AP40
ro (1)
Cl)
0 (1) OJ
"O LI.J I I I I
75mm min Concrete Surround 4 - 3% Crossfall
200mm Farmtuff 150mm AP20 Bedding PVC Stormwater Pipe
CULVERT PIPE END DETAIL
Note 1. Culvert pipe diameters for ditches
shall be specified on rural accessway permit by engineer.
Exisitng Road
Not to scale
'{\.._ TYPICAL CONSTRUCTION DETAILS Fig R30 Rev 5
lnvercargill FOR RURAL ACCESSWAY Date 7/08 CITY COUNCIL
77
30m long 150mm wide reflectorised center line
RG-17 on PS03 Flexi Stand
Pram Crossing
Concrete Splitter Island
Note: All existing markings not conforming to the above layout to be sand blasted off.
PLAN
D10 pins 300 long drive~ 200 into road at 1000 centers
Note 1. All Concrete to be 20MPa min
certified concrete to NZS 3104.
SPLITTER ISLAND CROSS SECTION
·{~ INTERSECTION
lnvercargill SPLITTER ISLAND DETAILS CITY COUNCIL
RG-6 on fluted aluminum pole in lock socket
RG-6 Give Way Sign
Not to scale
Fig. R31 Rev. 4 Date 7/08
78
50mm NB Light Galtube (60mm OD, 2.3 mm wall)
Hot dip galvanised and ---u Powder Coated white
Red Reflectorized Class 1 Strips
800
5mm Dia. Hole
0 0 (")
0 0 (")
0 0 0
>< through Pipe
i~.~~._ ........ _~:-----~?,:~: . ......,_~, .. ,----+--t-P . , ~' 0250mm Concrete /'. .i·;: ~
Surround ':.'. .,'\
400mm Signfix (or similar) Ground Socket
·~·: :··::·::~:::~
'{"-lnvercargill
C IT Y CO\l ltCIL.
Cycle Holding Rail
076mm Standard Fluted Pole and Ground Lock Socket
0250mm Concrete Surround
400mm Signfix (or similar) Ground Socket
Cycle Holding Rail I Give Way Sign
Not to scale
Fig. R37 Rev. 2 Date 12/11
79
u Q) C ·g 2 Q) u Q) .c .9 .E 0)
"iii I 0) C
~ ::I 0 2
c <1l a: 0 .c i5. Q)
0
Note - Standard detail to be used in conjunction with AS/NZS 1158
·{\.._ lnvercargill
CITY COUNCIi.
C 0)
"iii Q) u u <1l e -0 Q) a. z-C 0 u Q) (/)
<1l .c
0 0
'° . 0 0 N
C Q) Q)
~ CXl
~ <1l u C ::I 0
CXl
/ 'Octlyte' or similar, segmented / galvanised steel Pole
Gear Opening
150 x 75 Cable Entry
STREET LIGHTING
STANDARD GROUND PLANTED COLUMNS
Not to scale
Fig. R41 Rev. 1 Date 7/12
80
81
82
Reducing Junction or Saddle
1. Concrete to be 17.5MPa conforming to to NZS 3104 and placed and compacted in accordance to NZS 3109.
Painted Stake
• Green - Stormwater • Red - Foulsewer
Half haunch with 100mm of concrete under PVC pipe
2. No concrete to be placed against uncompacted fi ll.
Boundary
PVC Slip with push-on cap held in position by 75 x 50 wooden stake or connected to the existing connection
1 in 60 1-1-·0---
Minimum Grade
;Y,<'{,0_~/ 1 in 100 if set
with Lazer Junction shall be for; • F.S. Junction I saddles shall
be45° 150mm 0 mains via 45° Wye Junctions
• 225mm 0 mains via. 45° Wye Junction or approved saddle
• main greater than 225mm 0 via. approved saddle
• Main greater than 300mm 0 may use 90° Junction or Saddles
3. Miniumum length of straight pipe between all bend shall be: 100 mm 0 pipe - 300 mm. 150 mm 0 pipe - 600 mm.
45° Bend with Concrete Surround
Approved for Construction
·{\_._ lnvercargill
CITY COUNCIL
Reducing Junction or Saddle
Half Haunch with 100mm of concrete under PVC. pipe.
45° Bend with Concrete Surround
Compacted granular bedding and surround to AS/NZS 2566.2
Not to scale
100 / 150 dia. u.P.V.C. Standard Fig. 03 Rev. 5
Connection showing Inclined Riser Date 9/08
83
45° Bend
Ground Level\
'\ '9' "-vi::, "A_"-"' Y//~,t,x_~
Painted Stake
• Green - Stormwater • Red - Foulsewer
'v,~ '1-. ""'' "~ ~1 Depth at boundary as ~~ required by property ground ~ levels. 1000 minimum
:\: :,_'\ P.V.C. Slip with push-on held in position by 75 x 50 wooden stake or connected to the existing connection
for level ground. ___
Concrete surrounded with 4 - 010 rods
Reducing Junction or Saddle
Concrete surround with 4 x 010 rods
Junction shall be for, • 150mm 0 mains via 45° Wye
Junctions • 225mm 0 mains via. 45° Wye
Junction or approved saddle • Main greater than 225mm 0
via. approved saddle • Mains greater than 300mm 0
may use 90° Junction or Saddles
Notes 1. Concrete to be 17.5MPa conforming to
to NZS 3104 and placed and compacted in accordance to NZS 3109.
2. No concrete to be placed against uncompacted fill .
3. A minimum of 300mm straight pipe (0100mm) and 600 (0150mm) between all bends.
Approved for Construction Not to scale
·{~ 100 / 150 dia. u.P.V.C. Standard Fig . D4 Rev. 5
lnvercargill Connection showing Vertical Riser Date 9/08 CITY COUNCIL
84
Boundary~
Concrete
Surround~
~-t,·
~ ..
'{\.._ lnvercargill
CITY COUNCIL
Direction of flow
Notes 1. In sealed areas the pipe
are to be extended and an approved cast iron cover is to be placed flush with surface.
2. A minimum of 300mm (100mm 0) and 600mm (150mm 0) straight pipe between all bends.
3. For 150mm 0 property connections use a 150mm x 100mm reducing 'Y' junction.
Direction of flow from building
Foul Sewer and Stormwater System
Not to scale
Typical Details. Fig. 05 Rev. 6
Boundary Cleaning Eye Date 2/13
85
Polyethene or similar band bracket
material
45° Bend
17.5 MPa Concrete Surround
'{\_ lnvercargill
Clf't COUNCIL
90° Bend
- --
0 0
'Y" Junction
Notes 1. Concrete surround level to be
Grass - Flush with lid Chipseal - Down 10mm Asphalt - Down 50mm road
Down 25mm footpath 2. Requires drainage manager
approval before installation
Not to scale
TYPICAL DETAIL Fig. 06 Rev. 3
RUNNING TRAP Date 9/08
86
Frame lo be positioned to allow 2m straight edge to extend from the pipe
invert past the frame without obstruction
N 150 2
C.I. Cleaning Eye
Frame and Cover \
Push On Cap to be Ground Level 0 C Cl) Cl)
Cf) 50mm below C.I. Cover~---
~~~~~~~~~~
Invert to Invert taper reducer install if the main is larger
than150 mm dia
Frame and Cover
150 mm Dia PVC Ramp Pipe
Grade 1:1
Compacted granular bedding and surround to AS/NZS 2566.2
Approved for Construction
Push-on Cap able to be removed
Noles 1. All concrete to be 17.5 MPa
conforming with NZS 3104, placed and compacted in accordance to NZS 3109
2. Concrete surround level to be Grass - Flush with lid Chipseal - Down 10mm Asphalt - Down 50mm Road
Down 25mm Footpath
Not to scale
Fig. D7 '{~ STANDARD CLEANING EYE Rev. 5 lnvercargill Date 9/08
CITT" COUNCIL
87
1·
1. 1-
50 X 13
'SI" <D N
Slots
1.
465
380
445
545
Half Section
416
422
Half Section
422
Plan of Cover
Approved for construction.
'{\__ lnvercargill
Clf'I' COUMClt.
·1 310
3 224 20
20 ll) N
j ll) ....
-1.1 1.1. 290
-~ 390 •
.1
Half Section
r----------,---------- , I I I
3
I 12 Thick Ribs I
t- __ _L. &l I C'1
-
I
2i4 I
I
----------- ----------
1. 390
Plan of Frame
Letters to be 7.0mm wide x 6.0mm high.
C.I. FRAME AND COVER
FOR CLEANING EYE
.1
Not to scale
Fig. 09 Rev. 3 Date 3/08
88
Stainless Steel band required for pipe 300 and below
Socket
Stainless Steel Bands
150
Trench Width
150
Square Saddle
Approved for Construction
'{~ lnvercargill
CITY COUHCIL
0
0
F.S. or S.W. Main
Pipe Thickness
Section A -A
Socket for solvent cement joint
Notes 1. For 225mm 0 pipe and above 2. Pipe shall be cut with jigsaw
or cone drilling equipment or similar method approved by the Drainage Manager
3. Saddle shall conform to AS I NZS 1260. P.V.C. pipes and fittings for drain waste and vent application or similar approved by the Drainage Manager
4. PVC to PVC shall be primed and glued
Concrete encased up to 300mm 0
Stainless Steel Bands
45° Saddle
lncase Saddle with concrete as per standard detail
Section B - B Not to scale
DETAIL OF SADDLE Fig. D10 Rev. 4
CONNECTION Date 9/08
89
I{)
Frame and Cover to be machined to fit
rt ..- N
" 25
40 20 --
Manhole must be comply with TNZ HO Loading
Approved for Construction
'{\_ lnvercargill
CITY COUNCIL
•
0 N
N N
650 dia.
610 dia.
550 dia. 25
510 dia.
750 dia .
0 I{)
Section B - B
25
20
25 13
25
12 Ribs equally spaced
B
_J
OR alternative cover approved by the Drainage Manager which includes • Saint-Goban Pam
uPEX Korum Class D 400
Not to scale
C.I. FRAME AND COVER FOR Fig. 011 Rev. 4
HEAVY DUTY MANHOLE Date 9/08
90
Max. 50mm Adjustment Concrete under Lid and Ring
25MPa Concrete Packing around cover to full width
of manhole cylinder
150mm thick Precast Concrete M.H. Lid to withstand HO Loading
(610mm offset opening)
Precast Manhole Cylinder to conform with NZS 4058
Epoxy Mortar Packing
Water Seal or gritted Manhole Coupler for all non-concrete pipes
C
I
I -$ -
Standard I.C.C. Heavy Duty C.I. Frame and Cover
For new installation to be less than 350mm
Watertight Seal at all joints
Plastic covered M.S. Rungs Epoxy covered on the outside if exposed
;~~:~:ass Con"ete !~ /L . f • .. :': . S ; ./ :: . gJt- .·. ·. . ·. . . . . ,• ., . < .
Notes 1. Concrete to conform with NZS
3104, placed and compacted to NZS 3109. No plastering allowed.
Water Seal or Manhole Coupler for all non-concrete pipes
'{"-
Direction of flow
lnvercargill CITY COUl'ICIL
2. No concrete shall be placed against uncompacted fill
3. Concrete packing level for Grass - Flush with lid Chipseal- Down 10mm Asphalt - Down 50mm Road
Down 25mm Footpath
200 Min.
STANDARD CONCRETE
SUMP MANHOLE
Direction of flow
Precast Manhole Cylinder with Plastic Coated M.S. Rungs Not to scale
Fig. Rev. Date
D12 3
9/08
91
150mm thick Precast Concrete M.H. lid to
withstand HO Loading (610mm offset opening)
Precast Manhole Cylinder to conform with NZS 4058 ~
Plastic coated M.S. Rungs to be exopy covered
on the outside if exposed
Notes
Benching Crossfall - 1 in 4
1. Pipe invert through the manhole shall be constructed with similar or compatible material to the connections pipes.
2. Concrete to confirm with NZS 3104, placed and compacted to NZS 3109. No plastering allowed.
3. No concrete shall be placed against uncompacted fill.
4. Concrete packing level for Grass - Flush with lid Chipseal - Down 10mm Asphalt - Down 50mm Road
Down 25mm Footpath 5. Gas tight lid or similar on
Foul Sewer manhole A
L 25MPa Mass
Concrete Surround
0 0 0
Standard '{"-._ lnvercargill for 100 dia.
Clf'r COUHCIL.
Watertight Seal at all joints
Epoxy Mortar Filling with water seal.
Fit stainless steel strap if pipe length is greater than 1.0m.
88° Plain Bend. Bend can be set on benching in existing manholes
Mass Concrete Surround 25 MPa
Top half of pipe to be cut away to provide access opening to main drain. Opening to be not less than 700mm long.
(See Note 1)
Standard Manhole Riser
Benching Crossfall - 1 in 4
Provide Flexible Joints at Manhole
Concrete Drop Manhole
and 150 dia. u.P.V.C. Pipe
Not to scale
Fig. D13 Rev. 4 Date 9/08
92
Notes 1. Pipe invert through the manhole
shall be constructed with similar or compatible material to the connecting pipes.
2. Concrete to confomi with NZS 3104 placed and compacted to NZS 3109.' No plastering allowed.
3. No concrete shall be placed against uncompacted fill.
4. Concrete packing level for Grass - Flush with lid Chipseal - Down 10mm Asphalt - Down 50mm Road
Down 25mm Footpath
Max. 50mm adjustment concrete under Lid and Ring
Watertight Seal v.1----1 O_S_O~d_i_a. ___ vi---- at all joints
I r= I
T
5. Gas tight lid or similar on 200 Min. Foul Sewer manhole --+--44'- Flexible Joints within
1 metre of manhole on all pipes
25 MPa Concrete -r-
Approved for Construction
'{"-lnvercargill
ClfY COUNCIL
B
0 0 N
.... . "
L . : .:-· . . · .• . .
_.::.:
200 Min
..• id
Secti6n B - B
Water seal or gritted manhole coupler for all non-concrete pipes
C
~ 0 0 N
I f+-~l"f-'--------Flexible Joints within 11 1 metre of manhole
--"·;.. on all pipes
B
200M;~ __ J
Water seal or manhole coupler for all non-concrete pipes
Section A -A Not to scale
STANDARD PRECAST CONCRETE MANHOLE
Fig. Rev. Date
014 5
9/08
93
150mm thick Precast Concrete M.H. Lid to withstand HO Loading
(610mm offset opening) main drain 25MPa Concrete Packing round cover to fill width of manhole
Standard 1.C.C. Heavy Duty r Surface Reinstatement Cover. Cast in position over 7
For new installation to be1-~~:Jf5i[i~~~~iil5/7
cylinder
less than 350mm Max. 50mm adjustment Notes concrete under Lid and Ring
1. Pipe invert through the manhole shall be constructed with similar or compatible material to the connecting pipes.
2. Concrete to conform with NZS 3104, placed and compacted to NZS 3109. No plastering allowed.
3. No concrete shall be placed against uncompacted fill.
4. Concrete packing level for Grass - Flush with lid Chipseal - Down 10mm Asphalt - Down 50mm Road
Down 25mm Footpath 5. Gas tight lid or similar on
Foul Sewer manhole
Pre-cast MH cylinder to ~ conform with NZS 4058 --1-M-. -1,..,,-
Water Seal or gritted manhole coupler for all non-concrete pipes
Opening to be not less than 700 long full width of pipe. Exposed reinforcing to be covered with epoxy.
Approved for Construction
in
i 105Q Dia.
Water tight seal all joints
Plastic Coated M.S. Rungs. -,f,,tlo----- Epoxy covered on outside
if exposed
Benching Crossfall - 1 in 4
1000 Max Flexible Joints within 1 metre of manhole on all
Branch service to be constructed as required and manhole riser positioned to allow maximum entry curve of branch service
Water seal or manhole coupler for all non-concrete pipes
Not to scale
'{\.._ STANDARD CONCRETE MANHOLE Fig. D15 Rev. 4
lnvercargill 0150 TO 0675 MAINS Date 9/08 CITY COUNCIL
94
Surface Reinstatement Standard 1.C.C. Heavy
:-i--F~3i~~~~~i~r:,-- - Duty Cover. Cast in For new installation · position over main drain
to be less then 35omm · """- 25MPa Concrete Packing round 150mm thick Precast Concrete ¥ · ~ ~ cover to fill width of manhole
M.H. Lid to withstand HO Loading cylinder (610mm offset opening)
Max. 50mm adjustment Notes - concrete under Lid and Ring
1. Pipe invert through the manhole shall be constructed with similar or compatible Watertight Seal at all joints material to the connecting pipes. E+------+------1,,<1-"-
2. Concrete to conform with NZS 3104, placed and compacted to NZS 3109. No plastering allowed.
3. No concrete shall be placed against uncompacted fill.
4. Concrete packing level for Grass - Flush with lid Chipseal - Down 10mm Asphalt - Down 50mm Road
Down 25mm Footpath 5. Gas tight lid or similar on
Foul Sewer manhole
Precast Manhole Cylinder to conform with NZS 4058
/
Plastic Coated M.S. Rungs. Epoxy covered on outside if exposed
Benching Crossfall - 1 in 4
1000 Max. Flexible Joints within 1 metre of manhole on all pipes
Water seal or gritted manhole / I coupler for all non-concrete pipe J
Section A -A Branch service to be constructed as required
25MPa Concrete Surround
200 Min.
Water seal or manhole coupler for al l non-concrete
pipes
Approved for Construction
.. .
" " . :- .i·,:
-- and manhole riser positioned to allow maximum entry curve of branch service
·. ,·. A'
:•f .. 6 : .,i,
Benching Crossfall - 1 in 4 A
Opening to be not Jess than 700 long full width of pipe. Exposed reforcing seal to be covered with epoxy.
Not to scale
'{\_ STANDARD CONCRETE MANHOLE WITH Fig. 016 REDUCING DIAMETER MAIN Rev. 4
lnvercargill 0150 TO 0600 MAINS Date 9/08 CITY COUl'IC:ll
95
Pre-cast M H Cylinder to conform with NZS 4058
25MPa Mass Concrete Surround
Flexible Joints within 1 metre on all pipes
.. l.-·;=· I o ; 0
•• L •• Ci")
I
Notes c 1. Pipe invert through the manhole shall be constructed with ~
similar or compatible material to the connecting pipes. ~ 2. Concrete to conform with NZS 3104, placed and
compacted to NZS 3109. No plastering allowed. 3. No concrete shall be placed against
uncompacted fill. 4. Concrete packing level for
Grass - Flush with lid Chipseal - Down 10mm Asphalt - Down 50mm Road
Down 25mm Footpath 5. Gas tight lid or similar on
Foul Sewer manhole
200 Min.
Direction of flow 6. The mass concrete base shall be 200mm outside
either the pipe (OD) or MH cylinder (OD) which ever is the greatest
Approved for Construction
Standard I.C.C. Heavy Duty Cover.
25MPa Concrete Packing round cover to fill width of manhole cylinder
Watertight Seal at all joints
Plastic Coated M.S. Rungs. Epoxy covered on the outside if exposed
Benching. Crossfall - 1 in 4
700 x 600 Access Opening
Concrete Packing all round joint. Joint to be watertight
Branch Service to be positioned and constructed as required
Direction of flow
700 x 600 Access Opening. Reinforcing steel to be covered with epoxy
Not to scale
'{"-- STANDARD CONCRETE MANHOLE WITH Fig. D17 REDUCING MAIN 0750 TO 01800 Rev. 4
lnvercargill RCRRJ MAINS Date 9/08 CITY COUNCIL
96
Surface Reinstatement Standard I.C.C. Heavy Duty Cover.
25MPa Concrete Packing round cover to fill width of manhole
cylinder
150mm thick Precast Concrete M.H. Lid to
withstand HO Loading (610mm offset opening)
--.....;;:f~e~~ ~#";----__ Max 50mm adjustment concrete under Lid and Ring
Pre-cast MH Cylinder to conform with NZS 4058 -----1-vi
25MPa Concrete
Notes 1. Pipe invert through the manhole shall be constructed with
similar or compatible material to the connecting pipes. 2. Concrete to conform with NZS 3104, placed and
compacted to NZS 3109. No plastering allowed. 3. No concrete shall be placed against uncompacted fill. 4. Concrete packing level for
Grass - Flush with lid Chipseal - Down 10mm Asphalt - Down 50mm Road
Down 25mm Chipseal 5. Gas tight lid or similar on
Foul Sewer manhole
l!)
$ 0 z
Direction of flow ""'"""-'---'-""""""''""'-'-....:.=""-'-'...:..;_'-"--'--~
6. The mass concrete base shall be 200mm outside either the pipe (OD) or MH cylinder (OD) which ever is the greatest
Approved for Construction
Watertight Seal at all joints
Plastic coated MS Rungs. Epoxy covered on the outside if exposed.
Benching. Crossfall - 1 in 4
700 x 600 Access Opening
Flexible Joints within 1 metre of manhole on all pipes
Branch service to be provided and constructed as required
Water Seal or gritted Manhole Coupler for all non-concrete pipes
Precast Manhole Cylinder with Plastic Coated M.S. Rungs
700 x 600 Access Opening. Reinforcing steel to be covered
with epoxy Not to scale
\l"--lnvercargill
STANDARD CONCRETE MANHOLE
0750 to 01800 RCRRJ MAINS
Fig. Rev. Date
D18 4
9/08 CITY COUNCIL
97
Max 50mm adjustment concrete under Lid and Ring Standard I.C.C. Heavy Duty Cover.
150mm thick Precast Concrete M.H Lid For new installation to
to withstand HO Loading ------~~~------1~ ... .n----1---'--be less than 350mm (610mm offset opening) 25MPa Concrete Packing round
Notes
Pre-cast MH Cylinder to
700 X 600
conform with NZS 4058 ~
Access Opening 1 I I
25MPa Concrete : I I I
1. Pipe invert through the manhole shall be constructed
••. ·4 •••
with similar or compatible material to the connecting pipes. 2. Concrete to conform with NZS 3104, placed and
compacted to NZS 3109. No plastering allowed. 3. No concrete shall be placed against uncompacted fill. 4. Concrete packing level for
Grass - Flush with lid Chipseal - Down 10mm Asphalt - Down 50mm Road
Down 25mm Footpath 5. Gas tight lid or similar on
Foul Sewer manhole
6. The mass concrete base shall be 200mm outside either the pipe (OD) or MH cylinder (OD) which ever is the greatest Trench Wall
25MPa Concrete
Approved for Construction
.... 4.:.. 4
cover to fill width of manhole cylinder
Watertight Seal at all joints
Plastic Coated M.S. Rungs. Epoxy covered on outside if exposed
Flexible Joint within 1 metre of manhole on all pipes
Benching. Crossfall - 1 in 4
1000 Max.
Direction of flow -o!!!!!!-
700 x 600 Access Opening Reinforcing Steel to be covered with epoxy.
Not to scale
'{"-- STANDARD CONCRETE MANHOLE Fig. 020 Rev. 4
lnvercargill 0° TO 59° BEND Date 9/08 CITY COUNCIL
98
Max. 50mm Adjustment Concrete under Lid and Ring
Pre-cast MH Cylinder to
conform with NZS 4058 ~
700 X 600 Access Opening
25MPa Concrete
Notes 1. Pipe invert through the manhole
shall be constructed with similar or compatible material to the connecting pipes.
2. Concrete to conform with NZS 3104, placed and compacted to NZS 3109. No plastering allowed.
3. No concrete shall be placed against uncompacted fill.
4. Concrete packing level for Grass - Flush the lid Chipseal - Down 10mm Asphalt - Down 50mm Road
Down 25mm Footpath 5. Gas tight lid or similar on
Foul Sewer manhole 6. The mass concrete base shall be
200mm outside either the pipe (OD) or MH cylinder (OD) what ever is the greatest
25MPa Concrete
700 x 600 Access Opening. Reinforcing steel to be
covered with epoxy
Approved for Construction
I.C.C. Heavy Duty Cover
Concrete Packing round Frame and Cover
l;,j-----;-----v~----~watertight Seal at all joints
.;": :·· • q ••
.. ~ .4•.·: ~ . "J:
>< (I)
~ 0 0 0
Plastic Coated M.S. Rungs Epoxy covered on the outside if exposed
Benching - Crossfall - 1 in 4
1000 Max.
Flexible Joint within 1 metre of manhole on all pipes
Not to scale
'{"- STANDARD CONCRETE MANHOLE Fig. D21 Rev. 4
lnvercargill 60° TO 90° BEND Date 9/08 CITY COUNCIL
99
\
' / ...... / ---
Sealing Cap with handle bayonet,
scraw, RR mllfit a, push-on cap l
RISER SHAFT CAP
Dn 375 min Pipe Shroud
On 225 min. Shaft. Size depends upon ~
manufacturer 1"
MS Chamber to be Smartstream, Marley
or alternative chamber approved by the Drainage
Manager. See note 4
Compacted Pipe Embedment material around riser, across trench and150 min along trench. See note 6.
Optional kickerbend Soc-sp. see note 4
150 min cover of Pipe Embedment Material
Embedment as for p ipel ine for
full trench width
ELEVATION MAINTENANCE SHAFT
For Pipe grade, see Note 4
Note: 1. All Dimensions in millimetres.
END ELEVATION PLAIN RISER SHAFT
2. MS may be manufactured using various materials and jointing systems as authorised by territorial authority.
Finished Levels of MS Covers
3. Maximum dept to invert 3000. Location H
Undeveloped Areas 100
New Subdivisions 75
4. Adjust MS to pipe grade by tiling MS Chamber, max deviation from vertical of the riser to be 1 : 10 or a maximum of 300 at surface use kicker bend if required to adjust riser to vertical. Roads, Accessways, Footpaths & Driveways Flush
5. Access Cover to be standard ICC Heavy Duty Manhole cover as per Fig. D11 .
6. Compact backfill under access cover concrete support slabs and surrounds in accordance with design drawings.
Existing Built-up Areas
'{"- MAINTENANCE SHAFTS
lnvercargill FOR 150Dia. TO 225Dia. MAINS CITY COUNCIL
25
Not to scale
Fig. 022 Rev. 2 Date 6/12
100
-::, ~ ~· @T .... ~
(.f> -f > z 0 > :::0 0
> m :::0 ~ :::0 m > m z 0 G) ~ m m ~ z m -f z 20 -f -f
:::0 m z () :J: "T1 r r
0 ::0 .,, CD - · ~ < <Fl CD •
~NO _.. N N (,.)
Material Zone Zone Material
Road Surface Non Road Surface Finished Surface Level Finished Surface Level
Road Surface Layer
To match existing road base or to territiorial authority requirements
Trench fill materials to be similar with National Code or Practice for Utility Operations• Access to Transport Corridors Section 5.5.3 Backfill Materials or to territorial authority requirements Or Inorganic fill materials with 75 Maximum stone size
To Match Existing
Trench fill materials to be similar with National Code of Practice fer Utility Operations' Access to Transport Corridors Section 5.5.3 Backfill Materials or to territorial authority requirements Or I norga.nic fill material with 75 maximum stone size
Embedment material in accordance with design drawings and territorial authority (See Note 4)
Bedding may be omitted if trench base is granuatar sand or gravel or suitable grading
VEHICULAR LOADING
'Lo' - 300 mm Non-Trafficable and Trafficable 'Lb" - 100 mm min. Tratficable - Refer to 024
Note: 1. All Dimensions in millimetres.
Surface Course
Road Base
Trench Fill (As specified in design drawings)
Overlay
~ E 'O
Side Support I f UJ
Bedding
Over • Excavation
2. Specify special bedding to suij the conditions if the trench floor has:
3. z 4. 0 -- 5. ..... 0 6.
(J) () Q)
CD
- Irregular outcrops of rock or - Been disturbed by uncontrolled ground water. Compact and evenly grade finished trench floor. Embedment. trench fill and compaction to meet the requirement of design drawings or specifications. Use Geotexlile fitter fabric where specified. Sides of excavation to be kept vertical to at least 150 above the pipe.
. - - - - - - -------7 c:: i
• ~-= ----~=---,-~·; - ·- - --_-_-_-_- ~
- - --- ' - - ~~ -- - - - -
.:-:-:~~-·----:- ---- --.,~A ~ -r,,--
- ------- 1 --------t --- -- ---
- - - - -- - ·- - 1 _ - - - - - - - Geotexile :..::: =-: _: - - {See Note5) _ ·- -·
~==~=====-=~~~ _-_-_-_-. --------- ---=-- [Marking Tape ~B\ :} ''.)\)L;:'.';:\\]
where specified
Haunch
:;;
8
Support _J
Design Invert J- ;:3 Level
SPRING LINE TRENCH CLEARANCE
Topsoil or Pavement
Trench Fill (As specified in design drawings)
Overlay
1= "' >------, E 'O
~ Side Support UJ f------,
Bedding
Over - Excavation
Original or imported material to match existing
Inorganic fill material with 75 maximum stone size
Embedment material in accordance with design drawings and territorial authority (See Note 4)
Bedding may be omitted if trench base is granualar sand or gravel or suitable grading
NO VEHICULAR LOADING
Includes locations where occasional vehicle loading occurs such as reserves and footways
Nominal Diameter On.
S150 >150 • S300
>300
Minimum Clearance 'Le'
100 150 300
"'" jfi-Jt .- =t 1---- - ~---1-
Provide pockets in bedding at joints prior to laying pipes. Fill \IOid during ccmpletion of embedment
Trench width to be sufficient to safely lay pipe and compact the side support zone PIPE JOINT BEDDING POCKETS
For joint projections (Sockets, flanges and so on)
101
Marking Tape where specified
Selected material as specified
Trench Fill
~
Granular Material as specified
Pipe Embedment
'Lb'= 100 -150 See Note6
Trench Floor (See Note 5)
TYPE 2 SUPPORT (See Note 9)
Geotextile overlay where required
(See Note 7)
Marking Tape where specified
'Lo'
'Lb'= 100 -150 See Note 6
TYPE 3 SUPPORT
0.25 x Dia.
T Trench Fill ! .
'Lb'= 100 -150 See Note 6
Trench Floor (See Note 5)
Granular Material as specified
TYPE 2 SUPPORT
Fabric Lap (See Note 8)
'Lb'= 100 Min.
For rigid pipes only (See Note 3)
(See Note 9)
Pipe Embedment
t Granular Material
Geotextile Filter Fabric (See Note 8) where required
as specified
TYPE 4 SUPPORT For Flexible and Rigid Pipes (See Note 3) With Geotextile for flexible and
Rigid Pipes (See Note 3)
EMBEDMENT TYPES TO BE SPECIFIED IN DESIGN DRAWINGS
Must be read in conjunction w ith D24A
'{~ STANDARD EMBEDMENT
lnvercargill FOR FLEXIBLE AND RIGID PIPES CI TY COUNCIL
Not to scale
Fig. D24 Rev. 1 Date 2/12
102
Bed pipe directly on in situ sand, ensure that pipes does
not rest on its joints by over excavation at joint.
Refer to 023 -----'
TRENCH IN SAND STRATA
Note: 1. A ll dimensions in millimetres. 2. This drawing to be read in conjunction with 023 3. Pipe classification:
(a) Rigid pipes: VC, RC, Steel, and DI (b) Flexible pipes: PVC, GRP and PE.
4. Placement of embedment, trenchfill, & compaction to meet the requirements of drawings and specifications.
5. Excavate or compact trench floor to provide a flat firm base to support bedding material and minimise pipeline settlement. When excavated, replace with granular material as specified for bedding or adopt type 1, 2, 3 or 4 support as required.
6. Ensure bedding is deep enough that pipe joint projections (Sockets, Flanges) do not touch trench floor - See Fig. 023
7. Type 4 support to be used where migratory native soils (Sands and clays) are encountered adjacent to the embedment zone and single size aggregate is used.
8. Geotextile overlay is required for coarse aggragate embedment 2: 5 mm. Lay Geotexti le Filter Fabric against trench floor and walls such that it fully encases the embedment. - Press fi lter fabric into the voids before installing embedment to prevent fabric tearing. - Provide a minimum of 300 overlap at all filter fabric joints.
9. In some areas local practice may allow use of selected excavated material as pipe embedment.
10. In unsuitable ground conditions specific design is required. See WSA 03 and WSA 04 drawings for guidance.
11. Concrete pipes should be based on Figures 11 - 13 in AS/NZS 3725.
Not to scale
'{\_ STANDARD EMBEDMENT Fig. 024A Rev. 2
lnvercargill FOR FLEXIBLE AND RIGID PIPES Date 6/12 cnv COUNCIL
103
Ground Level
20mm Compressive Bond
en .!!:! cu >
Breaker material over the pipe ----r-:--·•
Note Concrete support beam shall be poured against suitable formwork and not against uncompacted fill.
New Pipe
Trench Width
Elevation
Road Construction
Backfill
250mm Sandfill
100mm Sandfill
Min. 17.5 MPa Concrete support beam to conform with NZS 3104, placed and compacted to NZS 3109
Compacting Bedding
Trench Backfill
ci Concrete support ci
~~~~---1._;_..:.....a!--'!-=-........ ::.:...;:...:....:....:.....a.;.;...;...._._~-++.:-'-..;..:...-'-~+-~~----~--t·- !
Plan
Approved for construction
(\.._ STANDARD DETAIL OF
lnvercargill SERVICE SUPPORT CITY COUNCIL
0 0
Not to scale
Fig. D26 Rev. 4 Date 9/08
104
Vertical Planks 200 x 50 HS Rough
Sawn Timber
Joint Detail
'{\.._ lnvercargill
CITY COUNCIL
11 ~o Min.
I- X
200mm Dia. Half Post Checked into at 1.2m Centres
>-
>"'" c:i
. I Verical Planks 200 x 50 HS
Elevation Rough Sawn Timber
I '
Notes
1. Vertical Planks Joints to be position over posts where possible. Jointing detail to be used elsewhere.
2. Nails to be 100 x 4 Galvanised Flat Heads.
3. Backing Board to span at least two solid Vertical Planks.
200 x 50 HS Backing Board of Half Round Timber
Not to scale
STANDARD DETAILS FOR Fig. 028 Rev. 2
TIMBERING OPEN DITCHES Date 3/08
105
A
1.5 Laye rs of Fibreglass j Matting (675g)
Note. 1. A half layer of fibreglass is
a 220g/m2 fibre mat. 2. Mould to be round 500g
Margarine Container or approved similar
L_
1.5 Layers of Fibreglass _/ Matting (675g)
Approved for Construction
·{~ lnvercargill
CITY COUNCIL
540 ± 5
IYKeyHole
: LO J-....
' i j
I ' 100 \
120 \_ 1 Layer of Fibreglass Matting over Mould (45 Og)
Section A -A
A
Plan
Not to scale
FOULSEWER MANHOLE Fig. D29 Rev. 2
GAS TRAY Date 10/06
106
107
Finished Surface. Asphalt, Chipseal or Grass ~--- Cast Iron Hydrant
Lean-mix Concrete Surround. 50mm below
Surface Box
ground level for chipseal ---"·-.... 00 00 N -q-
or asphalt
Backfill to level shown with specified
material
Precast Concrete Boxes. (Depth to suit)
Hydrant to B.S. 750 or
N.Z.S.S. 1152
fT1 ., I.,
: j l I ' 1 ... ,.. ,J '-, I 1
E E :l :l
E E c ·x
·- C1l :iE :iE
;J ! ~ r - - - "'-1 ! I I I
~--J '-----. r -J "'--. '--. ,-..J '- -. ,-J ,..... ___ _. ~-. 1.., r--,-, r"' ,,J L - .... " :
, 1 I I , , , ,
I I I I
\ /I \ / ' , ,,.,'
E~-:_.,,_ _____ .r.::3/ _____ ... ____ _ ---r--+--,.--
1 I I
: i l 1 1 I • I 1 ' 1 I . I r--.a..--;--~--,
6 t> , , I I I
Mortar Seal
Cast Iron Hydrant Tee
Join to be socket or flange adaptor for PVC I PE
. , . . ! l : , '4 .
-------- ---~-C> _·._ · __ J ; l· s -~·-·6_ "T · • .. __ ~_·.P ·_ ·_ ------
2 __________ __l ____________ 1 _ ------~ ---------. --- ____ __ 3 'A'
11!!!1
Lean-mix Concrete ~1 .. 600 • I Surround~
Section along Main
Riser Pipe - As required ~-------..
Notes 1. Unsealed surfaces. Backfill to surface with specified material and ram hard.
SandfilJ to Hydrant Flange
Inner surface to be boxed
Bedding Material ___ _ .., 250 Minimum 100 Mi imum
2. Lean-mix concrete to be 10 parts aggregate to 1 part cement to be placed fairly dry and rammed hard. as specified
View on 'A' Not to scale
'{\_ Fig. W1 HYDRANT INSTALLATION Rev. 3
lnvercargitl Date 2/12 CIT Y COUN C IL
108
109
I . 140 Square • I ~ 0 N
Half Section
1. 255 Square
Plan
\(\_ lnvercargill
cnv COUNC IL
. I
0 M
l() .....
VALVE SURFACE BOX
Half Section
100
Plan
Not to scale
Fig. W5 Rev. 1 Date 8/03
110
1~ 120 dia.
i I'-
I ..... ~ ·-
I ~
/ I V
~
10oldia I I'-10
lO I I 0 ~ ..... l?Z ------------..1..------------i
5 ------------ I ------------
~ I ~ I
I I
I 130 dia. • •
175 Square
Half Section
175 Square
Plan
'{\_ lnvercargill
CITY COUHCU.
~
CS) .....
t~ 0 .....
lO (')
Keyhole
TOBY BOX
1· 116 dia.
. I
I'-
Half Section
Plan of Keyhole
116 dia.
Plan
Note Letters to be 1.5 wide x 1.0 high x 20 long
t
Not to scale
Fig. W6 Rev. 2 Date 8/03
111
LO N
310 20
465 3 20 380 224
Chain Lug
I __ 1._54_5 -i-1.1 1. 1-Half Section
290
390
Half Section
416
422
Half Section
r----------------------------------------------, ! Air Valve Cover same casting with letters A.V. ! i in place of F.H. i I I
~----------------------------------------------~ 40
45 Letters to be 7.0mm wide x 6.0mm high
I- 422
Plan of Cover
. ,
50 X 13 Slots
1.
r-----------------------------, I
I
l I l-~ - - - _,_g I II ('() t
I
LO - t- + --;:;i;
-------------- .--------------
390 .1 Plan of Frame
Note Chain Lugs to be joined with length of chain to allow cover to be lifted clear of opening.
Not to scale
'{\__ SURFACE BOX Fig. W7 Rev. 1
lnvercargill SCREWDOWN HYDRANT Date 8/03 CITY COUNCI L
112
Max.
DI , GRP, or PVC pipe
PLAN
Corresion protection as required \
Corresion protection as required
DI, GRP, or PVC pipe
See Note 7-+~~ Fig. W8A
t
PLAN
250 Min.
ELEVATION (FOR HORIZONTAL THRUST)
THRUST BLOCK FOR TEES ELEVATION (FOR HORIZONTAL THRUST)
THRUST BLOCK FOR BENDS
Must be read in conjunction with W8A
'{"-lnvercargill
Cl 1''( COUNCI L
Half thrust area each side.
See Note 7, Fig. W8A
Corresion protection as required
150 Min. See Note 7 Fig. W8A
. ~~ IBearing Area 300 Min .
PLAN (FOR HORIZONTAL THRUST)
TAPER THRUST BLOCK Not to scale
TYPICAL DETAILS THRUST BLOCK INSTALLATION Fig. W8 Rev. 3
TEES, BENDS AND TAPERS Date 6/12
113
Tees and Dead Ends 11.25° Horizontal Bends 22.5° Horizontal Bends 45° & 30° Horizontal Bends 906 & 60° Horizontal Bends
c~~ ~8~ .. Q) -2-0
i= ~ ~ - ~ .... jg~ IJ'I ,._g g~·; .~ ~ !l!O:: 0 s::. ·- 0 'O I o a. 'O C
C - ~ :, - <I> Cl) 0 ~ > .. 0 u. ... 0 J: (I)
PBH kPa 50
100 N
150 0.12 200 0.21
225 0.27
250 0.32
300 0.47 375 0.72 450 0.52
500 0.63 600 0.89
750 1.37
\l~
.; "' .; "' !8 Gi"' Gi"' > 0 ~o ~8 ~8 .. 0 >-<5 ~ >, <5 a; ~ Q) >-<5 a:: Q) >, <5 a:: "' >-<5 a; .. "' .. G -g -g C ,._g c3 '2 'g C
~~ c3 '2 i ~~ ,,_g d~i ~~ ~~ (3-g i <I> 'O Q) 'O
"-= .?l 8. >-0 ~ '!§ .?l 8. >-0 i '!§ .?l 8. ,,_o"' "' .. 0 ,._o "' "'"' 0 .!l! E "' !l!O:: .!l! E(I) .!l! E (I) !l!O:: t3: ~ .!l! E (I) ~~ ~ in <1> E 0-o
"'"' E 0'0 (I)., E 0'0 0'0
i?-~8 U .2 c 'O C: i?-~8 <.) .2 C 'O C i?-~8 0:, C
'O C .?-l/! 8 0:, C
'O C i?-~8 is al; - :, is al; - :, - u n) - :, ~~~ ~::,
~ ~ <3 ~~~ "'0 .. Q)., .. 0 ~~~ .. 0 Q).,., .. 0 .. ., Q) (l)::i;0 J: (I) >oo (l)::i;0 I(I) I(I) >oo (l)::i;0 J: (I) >oo
100 200 50 100 200 50 100 200 50 100 200 50 100
0.12 0.24 N N N N N N N N 0.18 N 0.17
0.25 0.50 N N N N N 0.20 N 0.19 0.38 0.18 0.35 0.42 0.84 N N 0.16 N 0.17 0.34 0.16 0.32 0.64 0.30 0.60
0.53 1.06 N N 0.22 0.11 0.22 0.42 0.21 0.41 0.81 0.38 0.75
0.64 1.28 N 0.13 0.26 0.12 0.25 0.50 0.25 0.49 0.98 0.45 0.91 0.94 1.88 N 0.18 0.36 0.18 0.37 0.74 0.36 0.72 1.44 0.66 1.33
1.43 2.86 0.14 0.28 0.56 0.28 0.56 1.12 0.55 1.09 2.18 1.01 2.02 2.02 4.04 0.20 0.79 1.58 0.20 0.79 1.58 0.40 1.55 3.09 0.73 2.86
2.37 4.93 0.25 0.98 1.93 0.25 0.98 1.93 0.49 1.89 3.78 0.89 3.49 3.50 6.90 0.35 1.36 2.73 0.35 1.36 2.73 0.68 2.68 5.36 1.27 4.95
5.36 10.72 0.53 2.10 4.19 0.53 2.10 4.19 1.05 4.10 8.21 1.94 7.58
MINIMUM THRUST AREA FOR BLOCKS IN SQUARE METRES (M2)
DESIGN PRESSURE 1000 kPa (NOM.100 mm HEAD)
NOTE:
'N' Denotes nominal thnist area - (See notes 4 & 5) P BH - Allowable Horizontal Bearing Pressure
1. All dimensions in millimetres unless otherwise specified. 2. Cast the thrust area of all thrust blocks against a clean face of undisturbed natural
soil. Thrust b locks not to interfere with other services.
3. Do not use standard thrust blocks as specified in this drawing in: - Very soft, soft , or firm clay. - Loose clean sand. - Uncompacted fill or refuse. A geotechnical assessment and individual design is required for these soils.
4. The nominal thrust area 'N' to be achieved by pouring concrete the full length of the fttting and to a depth that ensures the thrust is vertically and horizontally centred on the resu lting thrust block. See also note 7.
5. Design pressures other than 1000 kPa reduce or increase the minimum thrust area by the ratio of the design pressures except where: - Minimum thrust area is <0.1m2
, and - 'N' appears in the table and design pressure is above 1000 kPa.
Calculate the area. 6. Fin ish thrust b locks approximately 100 above the top of the fitting or bearing pad
and extend to the floor of the trench or deeper if necessary to achieve the required thrust area, maximum encasement to be 180°.
7. The minimum thrust area for taper thrust blocks to be equal to the difference between the thrust areas for dead ends of equivalent diameter to those each side of taper.
8. For downward vertical thrust, the allowable bearing pressures for various soils may be taken as twice that for horizontal thrust shown.
9. When pouring concrete against fittings place a membrane of polyethylene, PVC or Felt between the fitting and concrete to prevent damage to the fitting. Joints to be clear of concrete.
10. Concrete to be kept clear of bolts and flanges or gibault joints to allow fittings to be removed without interfering with anchor block.
TYPICAL DETAILS THRUST BLOCK INSTALLATION Fig. Rev.
lnvercargill TEES, BENDS AND TAPERS • TABLE Date CITY COUlll~I\.
~ C
>,~ ~ .!l! E (I) 0.~ C
is al j (1)::.0
200
0.34
0.70 1.20
1.52 1.80
2.66 4.04 5,71
6.98 9.89 15.16
W8A 2
2/12
114
Thrust in both directions use puddle flange pipe length to suit.
See note 6 Fig. W9A Thrust in one direction
locale thrust block "'-against socket \.
Flow Thrust in one
direction
Thrust block to extend 300 Min. into side walls
Flanged Gate Valve
FLANGED VALVES
Notes: 1. Unsealed surfaces. Backfill to surface
with specified material and ram hard. 2. Lean-mix concrete to be 10 parts
aggregate to 1 part cement to be placed fairly dry and rammed hard.
3. uPVC pipe to be 250 mm dia. for 100mm dia and 200mm dia. valves and 313mm dia. for 150mm dia and 250mm dia. valves.
4. Valve to AS I NZS 2638:1999
<Ii 0 Q) a. a: X
M
Diameter to suit pipe ----
~ TYPICAL SS STRAP
Must be read in conjunction withW9A
<J)
-~ ~ .c a. Q)
0 Q) a. a:
>< (1l
:a: 0 0 co
I Cast Iron Surface Box
Finished surface asphalt, chipseal or grass
77,7,:'~~~~:::,;;77,i?,
'---IM6e-¥~ See note 3 for size of pipe
/ Y'""""-~ uPVC pipe single length no joints to sit on body flange
Stainless Steel Hold down straps
3mm thick insertion ~~~~, Rubber between
Strap and Valve
SOCKETED VALVES
to extend 300 min. into side walls.
Not to scale
TYPICAL DETAILS Fig. W9 '{~ THRUST BLOCK INSTALLATION Rev. 3 lnvercargill GATE VALVES AND VERTICAL BENDS Date 6/12
CIT't COUNCIL
115
Minimum Block Volume for Anchorage
Vertical Bends (For test pressure of • ; <
z < •
• • •• .A •• 1000 kPa - see note 2)
Pipe Concrete Volume m3
Dia. 11 .25° 22.5° 45° Bend Bend Bend
100 N N 0.3
150 N 0.3 0.6
200 0.2 0.5 1.1
225 0.3 0.6 1.4
250 0.3 0.7 2.5 Anchor block minimum volume
as per table See note 2 300 0.4 1.1 3.8
PLAN 375 0.7 1.8 5.8
450
500 Detailed design required
Stainless Steel Strap (See detail Fig. W9)
\ ~mm thick insertion rubber _ \etween strap and bend 600 (Alternative methods to
750 be considered)
C:
~ 0 lI) N
.. . ·'. :4 · .
. ; ...
'N' - No additional restraint required (Compacted Trenchfill sufficient)
ANCHOR BLOCK CONTRUCTION NOTES: • Locate anchor block centrally around bend. • Key anchor block into base of trench a
minimum depth of 250. • Pour concrete against a solid excavation
face . • Use grade 17.5MPa concrete. • Keep concrete clear of all bolts, nuts and
pipe joints.
ELEVATION VETRTICAL BENDS
·{~
Note: 1. All dimensions in millimetres, unless shown otherwise. 2. Anchor blocks in the table are designed for a test pressure of 1000 kPa
(1 OOm head) adjust concrete volume to suit actual test pressure. 3. Where DI pipe and fittings with restrained joints are used thrust blocks are
not required. 4. Thrust block reinforcement as specified in design drawings. 5. Where specified provide concrete thrust blocks for soc-soc valves, thrust
are to be for dead ends as shown in W8 6. Install puddle flanges on class K12 DICL pipe.
TYPICAL DETAILS THRUST BLOCK INSTALLATION
lnvercargill GATE VALVES AND VERTICAL BENDS CITY COU"CtL
Not to scale
Fig. W9A Rev. 2 Date 2/12
116
Ground Level
m
<I)
.~ ~ C)
.s:::. a. Q)
0
Detector Tape
Trench Width as per NZS 4404:2010 Appendix B CM-001 to CM-002
Location A B C
Carriageway Trench 50mm Asphalt on crushed
200 AP 65 Basecourse AP 40 basecourse pavement
Vehicular Crossing I 30mm Asphalt on crushed 150 AP 65 Basecourse Footpath AP 40 basecourse pavement
Grass Berm Compacted screened top soil
75 Compacted excavated
or cut turfs ex. berm material
Not to scale
'{\._ TYPICAL TRENCH Fig. W10 DETAIL OF BACKFILLING Rev. 4
lnvercargill REQUIREMENT Date 4/16 CITY COUNCIL
117
1·
265
· 1 15
0 75 CD
40 D 0 LO ..-
~ ~ 45
4 I
0 ..-
;r ~] __ ] I - 255 .1
3 - D12 Rods. Spaced mid slab
t LO
"" 0 C"') C"')
0 CD CD
3 - D12 Deformed Rods
Round Edge
0 co CD
I · 20 • I
! --#--
Section A-A Concrete shall be ordinary grade 17.5MPa. Maximum aggregate size 19mm to N.Z.S. 3104 Not to scale
\(\._ FIRE HYDRANT Fig. W11 Rev. 2
lnvercargill CONCRETE INDICATOR POST Date 3/08 CITY COUNCIL
118
1· 265
0 co
20 lO co
0 lO ..-
82
·1 35
50
3 - D12 Rods. Spaced mid slab
0 C<) C<)
0 co co
3 - D12 Deformed Rods
Round Edge
0 co co
;r __.__.__\ ____ ) Section A -A
I - 255 .1 Concrete shall be ordinary grade 17.5MPa. Maximum aggregate size 19mm to N.Z.S. 3104
·{~ SCOUR VALVE
lnvercargill CONCRETE INDICATOR POST CITY COUNCIL
Not to scale
Fig. W12 Rev. 2 Date 3/08
119
0 (0
0 LO .,-
1· 265
·1
27
82 50
f __,__...__\ _ ____,] I - 255 .1
3 - D12 Rods. Spaced mid slab
27
0 (0 (0
3 - D12 Deformed Rods
Round Edge
0 co (0
Section A -A Note Concrete shall be ordinary grade 17.5MPa. Maximum aggregate size 19mm to N.Z.S. 3104
AIR VALVE
Not to scale
Fig. W13 Rev. 2 '{\..._
lnvercargill CONCRETE INDICATOR POST Date 3/08 CITY COUNCIL
120
0 co
0 LO ..-
0 ..-
50
ft I-
'{"-lnvercargill
CITY COUNCIL
265
255
82 50
3 - D12 Rods. Spaced mid slab
0 co co
3 - D12 Deformed Rods
Round Edge
n +
0 co co
! ]
Section A-A
. I Note Concrete shall be ordinary grade 17.5MPa. Maximum aggregate size 19mm to N.Z.S. 3104 Not to scale
VALVE Fig. W14 Rev. 2
CONCRETE INDICATOR POST Date 3/08
121
N LO .,....
LO N
A
LO N
L -~ --
Loops for chain
Sectiofi A-A
I I I
I I I I
I
I
I
7$5
I o ~ - -- - -- - -- - -- - -- - -- - -IA-I--- - -
I C"')
I I
6~0
I I
I
I I
I
Plbn
I • 70 .. I • 70 .. I • 70 .. I • 70 .. I • 70 .. I • 70 .. I • 70 .. I • 70 • I
25 Sq. Chequer
Air Valve Cover same casting with letters A.V. in lieu of F.P. Plan of Lid
SURFACE BOX FOR '{"-. lnvercargill DOUBLE SPINDLE HYDRANT - LID
CITY COUNCIL
f--1-
0 LO C"')
Q
~
'
A
~
Not to scale
Fig. W16A Rev. 1 Date 5/11
122
0 L!) (<)
0 <.O "SI"
20 20 20
I 6~0 19
Topside
735
~I 40 I-.. 1_~0 __ .. 1 ~~ k-- ~15_ -· l~o-l .. 115
~i 54 610
Underside
'{"-- SURFACE BOX FOR
lnvercargill DOUBLE SPINDLE HYDRANT - FRAME CITY COUNCIL
0 "SI"
0 N
Not to scale
Fig. W16B Rev. 1 Date 5/11
123
Property boundary
/i Between 200mm - 300mm
Toby Box____,. Water Connection
Kerb
Section
Hole in main to be same as ID of service pipe
90 Degree Male Threaded below
Approved Tapping Band
Water Connection Plan
\_ 20 Nominal Bore PE Pipe
'{\._ lnvercargill
CITY COUNCIL
Approved Adaptor on below
Plan
Standard Tapping Methods Notes:
1. All dimensions in millimetres.
2. Stop cocks shall be:
(a) For 20mm nominal bore "Acuflow Diaphragm" (b) For diameter greater then 20mm to be in accordance with AS 1628: 1977 or BS 5154 series 1983. Be de-zinc, friction rated with non-rising stem, bronze "T" bar or cast iron hand wheel, female threaded both ends to BS (ISO 7) Taper (c) A 500mm length of pipe terminating beyond the boundary plugged at the blank end shall be connected to the stop cock.
3. Use proprietary in line metal valves approved by ICC when main is tapped under pressure
4. Cover over the connection pipe shall be not less than 300mm at the kerbline and 300mm - 375mm below footpath formation level at the boundary.
Not to scale
Property Services Fig. W17 Rev. 2
Connection to Main Date 2/13
124
18. APPENDIX C Field Testing of Pipelines No changes to appendix
125
19. APPENDIX D Water Supply Disinfection Specification No changes to appendix
126
20. APPENDIX E Typical Plan and Cross Section Figures from Table 3.2 No changes to appendix