Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
SECTION 2.5 - STORMWATER DRAINAGE
PURPOSE OF SECTION
2.5.1
GENERAL
2.5.2
DEVELOPMENT REQUIREMENTS
2.5.3
DESIGN CRITERIA
2.5.3.1
2.5.3.2
2.5.3.3
2.5.3.4
2.5.3.5
2.5.3.6
2.5.3.7
2.5.3.8
2.5.3.9
2.5.3.10
2.5.3.11
2.5.3.12
2.5.3.13
2.5.3.14
GENERAL
COEFFICIENT OF RUNOFF (REFER QUDM 5.04)
STANDARD INLET TIMES (REFER QUDM 5.05.4)
INTENSITY - FREQUENCY - DURATION DATA (REFER QUDM 5.07)
GULLY INLETS (REFER QUDM 5.10.3)
MANHOLE TOPS (REFER QUDM 5.11.2)
REDUCTION IN PIPE SIZE (REFER QUDM 5.11.4)
DRAINLINE LOCATION (REFER QUDM 5.12)
PIPE AND MATERIAL STANDARDS (REFER QUDM 5.13)
HYDRAULIC CALCULATIONS (REFER QUDM 5.21)
START HYDRAULIC GRADE LEVEL (REFER QUDM 5.21.6)
GROSS POLLUTANT TRAPS
PAN EVAPORATION RATES
WEEKLY RAINFALL DATA
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
SECTION 2.5 - STORMWATER DRAINAGE
PURPOSE OF SECTION
The purpose of this section is to provide Developers and their Consultants with Council’s stormwater drainage
design parameters, which allow the safe and efficient removal of stormwater from urban and rural living
environments.
2.5.1
GENERAL
This Section provides "deemed to comply" criteria and Council's minimum standards for stormwater
drainage works.
2.5.2
DEVELOPMENT REQUIREMENTS
Council requires that the Developer meet the full cost of providing an appropriate drainage system,
with sufficient capacity to pass through the Development the design runoff from all upstream
catchments.
The Developer shall provide easements/reserves dedicated in favour of Council for all drainage paths
through the development and for all drainage paths downstream of the development to the legal point
of discharge.
The proposed drainage system, and earthworks for the development shall be such that the upstream
drainage is not adversely affected.
The Developer may choose to maintain the pre-development rates of discharge from the site or
alternatively assess the impact of the increase in discharge on the downstream system and where
necessary indicate and implement measures to ensure the downstream system is capable of
carrying the increased discharge.
2.5.3
2.5.3.1
DESIGN CRITERIA
GENERAL
Stormwater design shall comply with the general parameters of Table 2.5A together with the
additional requirements outlined herein. Queensland Urban Drainage Manual (QUDM) is the
primary design guideline which Council has adopted for stormwater design. Other design manuals
are referenced herein where QUDM is not suitable.
It is recognised that there are existing drainage systems that do not satisfy the criteria outlined in
Table 2.5A. Council will endeavour to upgrade such deficient systems as and when budgets
permit. A priority list shall be progressively developed, acknowledging deficient systems, their
associated flooding implications and costs to rectify.
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
TABLE 2.5A - STORMWATER DESIGN CRITERIA
Zoning of
Avg Lot Area
350- 599m 2
or High Density
Res
600- 1200m 2
or Res A/B
1201- 3999m 2
Low Density Res
with K&C
Minor
System
Storm ARI
(years)
##
10
Major
System
Storm ARI
(years)
##
100
Kerb and
Channel with
piped
drainage or
Table Drains
K&C
Level of Roof
and Allotment
Drainage
Major Storm
Inundation to
Lots
III
Totally Free
of 100 Year
ARI Flood
5/10
100
K&C
III
Not
Permissible
2/10
100
K&C
I
(with soakage
trenches)
Totally Free
of 100 Year
ARI Flood
Totally Free
of 100 Year
ARI Flood
2/10
100
K&C
Not
Applicable
Min Bldg
Envelope
Requirements
Restrictions
Min Bldg
Envelope
Requirements
Restrictions
(Note 1)
(Note 1)
(Note 1)
(Note 10)
Easements
for Major
Storm
Excess or
Flooding
Not
Permissible
Not
Permissible
(Note 6)
(Note 5)
Low Density Res.
(Alternative)
50
100
(Note 8)
Industrial/
Commercial/
Shopping
Flush Kerb and
Shallow Table
Drains
Not
Applicable
(Note 6)
(Note 5)
10
100
K&C
III, IV, V
Totally Free
of 100 Year
ARI Flood
Not
Permissible
50
100
Table Drains
Not
Applicable
Min Bldg
Envelope
Requirements
Restrictions
Rural Res A/B
(Note 11)
(Note 6)
(Note 5)
Open Space/
Parks
(Note 9)
2
100
Not
Applicable
Not
Applicable
Restrictions
Restrictions
Rural
(50)
(100)
Table Drains
Not
Applicable
Restrictions
Restrictions
##
(Note 11)
(Note 9)
(Note 6)
Design recurrence intervals for cross road drainage are specified in NOTE 2 and are not to be confused with
Minor and Major System Storm Columns.
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
NOTES:
1. Minor system storm ARI 10 years for all
connecting roads, trunk collector roads or sub
arterial and arterial roads.
2. Cross road culverts shall be designed to pass the
flow of an ARI 50 year storm with the top water
level (TWL) not exceeding edge of carriageway
except as indicated below:
(a) For roads servicing less than 20 lots and
where average lot area fronting the road is
greater than 7999m2, ARI 5 years with TWL
edge of carriageway. A design check should
also be undertaken for Q50 assuming the
road acts as a floodway. The floodway should
be trafficable at Q50 with a maximum
submergence of 200mm and maximum
velocity shall be 1.85m/s.
Floodways to be designed to Austroads
publication ’WATERWAY DESIGN’
(b) The culvert may be designed for an ARI of 10
years with TWL edge of carriageway if the
subject road has less than 2000 AADT at the
20 year horizon and where there exists an
alternate route above the ARI 50 year flood,
which is within an acceptable proximity. This
relaxation is subject to the discretion of
the Director. Other factors pertinent to any
approval, are road geometry (sight distance to
flood affected area); the speed environment;
the period of time the road would be
impassable; the location of alternate routes
and the standard of other nearby cross road
drainage.
(c) In Rural areas the drainage design criteria
shall be assessed on a case by case
situation and shall take into account traffic
volumes, the period of time the road would be
impassable, road geometry (sight distance to
flood affected areas), alternative routes, and
general funding limitations. Submissions on
appropriate design criteria shall be made to
the Director for his determination.
Designers must also check: (i) that the
backwater for the ARI 100 year storm does
not exceed permissible limits; and (ii) whether
or not embankments require facing where
overtopping is likely to occur.
(d) In residential and residential low density
areas where the pipe extends through private
property downstream of the road the culverts
and downstream drainage shall be designed
for ARI 100 years (refer also note 6 ).
3. In rural, rural residential and low density residential
areas, backwater from culverts can extend into
private property provided the area of inundation is
shown on flood plans lodged at sealing stage and
the affected area is excluded from the building
envelope and the minimum building envelope
criteria are satisfied.
4. Culvert length criteria:
(a) Where kerb and channel or flush kerb
with shallow table drains...culvert to be full
width of road reserve except where the
cumulative
span
of
culvert
internal
diameters/box widths exceeds 3m. If the
latter case applies, culvert length shall be in
accordance with the Austroads Bridge Design
Code with provision for a footway on one side
of the road. The minimum clear width
available for use by pedestrians shall be
1.8m. (Where pedestrian movements are
considered significant, the Director may
indicate footways to be included on both
sides of the culvert.)
(b) In Rural Residential areas (Note: This
does not include Residential Low Density)
where road frontage is less than or equal to
50m...culvert to extend from road formation on
upstream side to 5 m beyond the building
envelope of the affected and adjoining lot on
the downstream side. (Where this criteria
cannot be achieved, the watercourse
downstream of the culverts should be
dedicated to Council as Park or Reserve.)
(c) Otherwise ... road formation width.
5. Minimum building envelope above 100 year ARI
flood level:
(a) Low Density Residential minimum envelope
area 1000m2 and minimum envelope inserted
square width 30m.
(b) Rural and Rural Residential min envelope area
1500m2 and minimum envelope inserted
square width 35m.
6. Restriction criteria for major storm overland flow
and natural watercourses:
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
(a) In residential areas up to 3999m 2 or
industrial or commercial or shopping
areas…
or watercourse) subject to the discretion
of the Director.
(c) In rural and rural residential areas...
(I)
All natural watercourses and man made
channels shall be wholly contained
within park or reserves for the extent of
flooding up to the calculated 100 year
ARI flood.
(i)
Major storm flows may pass overland
through these properties subject to
assessment of the ARI 100 year flood
level and compliance with minimum
building envelope criteria and the
requirements of Note 4(b) being
satisfied. Where cross road culverts
discharge into private property, an
easement shall be provided for the
extent of any pipeline in the property (if
applicable) and for a minimum distance
of 30m beyond the culvert apron or
channel outfall. (This latter requirement
may be waived if the cross-road culvert
discharges into a recognizable creek
system.)
(ii)
Natural watercourses may be contained
within private property. Easements may
be required over the defined width.
(II) Minor or major storm flows through
private property shall be conveyed in
only a fully piped system and where
such piped system is within an
easement. Refer 2.11
(b) In low density residential areas...
(i)
(ii)
Piped systems in private property shall
extend through the property to a natural
water course (see (ii) below), the
Lawful Point Of Discharge (ref QUDM) or
may discharge within the property at or
below the ARI 100 year flood level where
approved by the Director. Major storm
flow shall not be permitted to pass
overland through private property
unless the subject area is downstream
of the approved pipe discharge location.
The extent of the piped system and any
constructed aprons or outfall channels
shall be included in a drainage
easement. Refer 2.11. Note: The
Lawful Point of Discharge shall not
be deemed to fall within private
property except in the case of an
existing drainage easement.
Defined natural watercourses are to be
wholly contained within park or reserves
for the width of definition plus an
appropriate allowance for maintenance
access.
(iii) Aside from discharge channels as in
(b)(i), i.e located below the ARI 100 flood
line, all constructed channels shall be
wholly contained within park or drainage
reserves (for the full width of construction
plus an allowance for maintenance
access).
(iv) Where minimum building envelope
criteria are satisfied, the 100 year ARI
flood line may extend into private
property (beyond the limits of a channel
(iii) Major man made channels shall be
wholly contained within park or drainage
reserves (for the full width of construction
plus an appropriate allowance for
maintenance access). Minor channels
typically less than 10m total constructed
width shall be included in a drainage
easement.
(iv) Where minimum building envelope
criteria are satisfied, the Director may
approve the 100 year flood line extending
beyond the channel into private property.
The minimum width of any park used for drainage
purposes shall be in accordance with Council’s
Park Provision in Subdivisions of Land – Planning
Policy No.: S0016.
7. Erosion Control
All culvert outfalls, man made channels/table
drains (and natural watercourses as directed) shall
be provided with erosion control measures suitable
for maximum calculated velocities. Unless
approved otherwise, the permissible velocities in
Table 8.03 QUDM shall be based on easily eroded
soils and a maximum 70% grass coverage.
Reinforced concrete low flow channels shall be
incorporated in all large open channels with “soft”
facings.
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
8. Low Density Residential Alternative Drainage
System:
⇒
⇒
⇒
⇒
Table drains to be maximum 400mm deep
and fully turfed except where cement grouted
stone pitching or concrete lining or approved
equivalent is required for scour protection.
Side batters to be IV:4H maximum.
Pipe/table drain minor system to be designed
for ARI of 50 years with top water level not
exceeding edge of shoulder level.
Access culvert crossings shall be provided for
entry to all allotments in accordance with
Council’s Standard Drawing 50418. Box
culverts 225 mm internal height shall be used
at these access crossovers.
At or adjacent to road crests, concrete invert
style crossings may be used in lieu of pipe
crossings subject to the approval of the
Director.
(a)
Roof and allotment drainage shall be
designed to QUDM 5.18 except as varied
herein:
(b)
In low density and rural residential zones,
generally all roof water is connected to
rainwater tanks.
(c)
Unless approved otherwise by the Director
interallotment drainage (Refer QUDM
Figure 5.18.2) shall be located on the low
side of any sewer reticulation and
generally 1.5 metres clear of the sewer
alignment (or 1.5 metres from the property
boundary alignment where no adjoining
sewer).
(d)
Easements are required for interallotment
drainage. Refer 2.11.
(e)
The Director shall nominate the drainage
level appropriate for industrial/commercial/
shopping areas.
9. Dual Use Drainage And Open Space Areas
The drainage standards to be applied to a dual use
area must be considered within the context of the
intended function of the land. This process may
be complicated by the mix of functional use,
namely:◊ Open space areas with a low to high need for
access by pedestrians and cyclists
◊ Passive areas with a low to high visitation
◊ Active recreational or sporting areas of
significance
◊ Natural watercourses with low to high
ecological significance
Appropriate drainage standards for particular areas
will be approved by the Director with respect to
consideration of the following:◊ Major flood capacity
◊ Convenience flood capacity - minor event in
terms of interval event and the time to drain
ponded sites
◊ Maintenance costs (e.g. batter slopes between
1 in 4 and 1 in 6)
◊ Safety (e.g. maximum velocity 2.0 m/sec)
◊ Stability factors e.g. resistance to scour, slip
etc.
◊ Ecological considerations e.g. preserving
valuable areas, and appropriate planting in
waterway areas, minimum impact on existing
riparian/aquatic ecosystems.
11. Table Drains - Rural/Rural Residential Areas.
Table drains to be a maximum 600mm deep,
aside from localized deepenings at pipe
crossovers. Desirable side batters of table drains
shall be 4H to 1V. (Some road reserve widths on
existing roads may preclude such flat batters.)
The TWL for the minor system ARI shall be outer
edge shoulder level. Table drains shall be turfed
except where velocities exceed limits in Table
8.03 QUDM in which case alternative permanent
erosion control measures shall be incorporated.
12. Access Crossovers
Residential Areas
in
Rural
And
Rural
Piped crossovers shall be constructed in
accordance with Standard Drawing 50416. The
maximum diameter pipe used in crossovers shall
be 600mm. Crossover pipes shall be sized to
pass Q50 with TWL not exceeding edge of
carriageway level. At or adjacent to road crests
concrete invert crossings may be used in lieu of a
piped crossover subject to the approval of the
Director.
10. Allotment Drainage
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
2.5.3.2
COEFFICIENT OF RUNOFF (REFER 5.04 QUDM)
Table 2.5B below showing for Run off Coefficients vs Development Categories replaces QUDM
Tables 5.04.1 and 5.04.2.
Table 2.5B - FRACTIONS IMPERVIOUS & CO-EFFICIENTS
Description
Fraction Impervious
(Include. Rds) f i
Res B: Units & Town Houses
0.80
CQ1
CQ2
CQ10
CQ50
CQ100
0.85
0.98
1.00
< 600 m2
0.55
0.68
0.80
0.92
0.96
600-800 m2
0.45
0.65
0.77
0.89
0.92
801-1000 m2
0.35
0.64
0.75
0.86
0.90
Park Residential av. 2000 m2
and Res A lots > 1000m2
0.30
0.62
0.73
0.84
0.88
Res Low Density av. 5000 m2
0.20
0.60
0.71
0.82
0.85
Parks and Open Space
0.00
0.56
0.66
0.76
0.79
Central Business
1.00
0.90
1.00
1.00
Commercial
0.90
0.88
1.00
1.00
Industrial
0.90
0.75
0.88
1.00
1.00
Roads & Car Parks
0.90
0.75
0.88
1.00
1.00
(Res A)
0.53
In rural and rural residential environments it is acceptable to use the MRD runoff coefficient
calculation in Table 5.7 of ARR 1987.
2.5.3.3
STANDARD INLET TIMES (REFER QUDM 5.05.4)
The Standard Inlet times for urban catchment listed in QUDM Table 5.05.1 are appropriate for
development of average lot sizes up to 1000m2.
In large lot developments, the Friends equation is acceptable for overland flow. For concentrated
flow utilise Bransby-Williams or average flow velocity calculations.
2.5.3.4
INTENSITY - FREQUENCY - DURATION DATA (REFER QUDM 5.07)
Records from the Bureau of Meteorology have been used to identify three rainfall intensity regions.
Refer Attachment 2.5A Rainfall Intensity Regional Map.
The Bureau of Meteorology rainfall intensity charts for each region are provided in tabular form as
follows:⇒
⇒
⇒
Region 1..............................Refer Attachment 2.5B
Region 2..............................Refer Attachment 2.5C
Region 3..............................Refer Attachment 2.5D
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
When using Ilsax, the Temporal Patterns for all regions shown in Attachment 2.5E shall be
adopted.
2.5.3.5
GULLY INLETS (REFER QUDM 5.10.3)
The following special criteria apply to gully inlets:
◊
◊
◊
◊
◊
◊
◊
◊
maximum three (3) gully inlet to gully inlet connections in series
series connection longitudinally on a road shall not exceed 30m. (viz. where the pipe runs
under the kerb and channel)
maximum outlet pipe of gully connections in series is 525mm dia
maximum depth of gully inlet pit is 1.5 metres
side inlet gullies shall be channel lip in line type. Refer Standard Drawing 50517.
Gully grates shall be bikeproof and as detailed on the Standard Drawings.
Minimum single lintel size shall be type “M” or 3.6 metres in length.
Anti-ponding gully inlets within kerb turnouts are not generally acceptable
The following special criteria apply to field inlets:
◊
2.5.3.6
Field inlets and overflow gullies as detailed on Standard Drawing 50525 shall only be
used where the maximum depth to invert does not exceed 2.5 metres. In deeper situations
a modified manhole (access chamber) shall be used. The 600 mm square pit shall only be
used where the depth to invert is less than 1m.
MANHOLE TOPS (REFER QUDM 5.11.2)
Where drainage manholes are located in flood prone areas or where the design hydraulic grade
line is above the top of the manhole, bolt down manhole tops shall be provided.
2.5.3.7
REDUCTION IN PIPE SIZE (REFER QUDM 5.11.4)
Consultants should note that where a pipe size reduction is allowed in QUDM and this manual,
the manhole outlet should be "bell mouthed" through the wall of the manhole to the downstream
pipe.
2.5.3.8
DRAINLINE LOCATION (REFER QUDM 5.12)
Aside from gully connections in series, drainlines in road pavement shall be on a two (2) metre
alignment measured towards the road centre lines from the invert of the Kerb and Channel.
2.5.3.9
PIPE AND MATERIAL STANDARDS (REFER QUDM 5.13)
This criteria is generally covered in 3.0
LAND USE
Residential A,B, Special Residential
Commercial and Industrial
Park Residential
DRAINAGE LEVEL
III
III, IV, V
I
(soakage trenches are permissible)
For design recommendations associated with the "Rear of Allotment Drainage System", refer
Table 5.18.4.
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
The following minimum pipe sizes should be adopted for interallotment drainage.:
ITEM
Minimum Pipe
Size (mm)
2.5.3.10
I
II
n.a.
n.a.
LEVEL APPLICABLE
III
225
IV
V
375
375
HYDRAULIC CALCULATIONS (REFER QUDM 5.21)
The hydraulic gradeline calculations must take into consideration the impact of a gross pollutant
structure where one is required by Council.
2.5.3.11
START HYDRAULIC GRADE LEVEL (REFER QUDM 5.21.6)
Consultants should seek Council's requirements for start HGL's associated with Non -Tidal
Waters.
Note: Section 86 approval is required for the discharge of stormwater in tidal waterways.
2.5.3.12
GROSS POLLUTANT TRAPS
Guidelines of Gross Pollutant Traps (G.P.T.'s) for underground pipe drainage systems have yet to
be finalised.
Consultants should liaise with the Director with regard to requirements for oil and grease
interception pits in large car parking areas, etc.
The design recurrence interval for the operation of G.P.T.'s will probably be in the range of 1 in 3
month to 1 in 6 month recurrence interval depending on the pollution control criteria adopted in the
catchment.
IFD coefficients will be developed by Council for the recurrence intervals required for the design of
the G.P.T's.
A hydraulic loss will be added to the system if a G.P.T. is retrofitted to the system at some future
date.
Therefore, in the interim, allowance shall be made in the hydraulic calculations for an additional
head loss at the outlet of all pipe systems to allow for losses through a G.P.T. The additional
head loss shall be equal to 1.5 times the velocity head at a potential site for a G.P.T. or at the
outlet for a Q2 event.
G.P.T.'s are to be located such that a downstream overland flow path through public road, park or
reserve is available to carry any surcharge flows which may occur by blockage of the G.P.T. or
other causes. A downstream overland flow path through private lands or easement is not
appropriate.
2.5.3.13
PAN EVAPORATION RATES
Pan evaporation rates for Region 1 as shown on Council Drawing A4-11279 shall be based on
pan evaporation records for Mt Tamborine.
Pan evaporation rates for all other regions as shown on Council Drawing A4-11279 shall be
based on pan evaporation records for Jimboomba in Table 2.5C.
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
2.5.3.14
Date: 1 Sept, 1999
WEEKLY RAINFALL DATA
Monthly rainfall totals are provided in Table 2.5C for the following areas: Greenbank; Jimboomba
and Mt Tamborine. This data may be used in modelling rainfall storage requirements in the various
areas.
Table 2.5C
Rainfall & Pan Evaporation Data
Mt. Tamborine
Jimboomba/Greenbank
Pan.Evap
Rainfall
Pan.Evap
Rainfall
Jan
Feb
March
mm
180
138
140
mm
222
216.8
197.7
mm
172
144
138
mm
104
128
100
April
110
137.5
105
124
May
30
114.4
76
98
June
July
August
65
75
95
100.2
91.6
55
66
74
96
56
51
33
Sept
Oct
130
155
56.9
94.3
127
152
35
67
Nov
Dec
175
195
116.3
160.2
169
192
115
117
Month
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
Stormwater Drainage
Beaudesert Shire Council
DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
Stormwater Drainage
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DESIGN AND CONSTRUCTION MANUAL
Design Requirements
Ref: 25
Issue: A
Date: 1 Sept, 1999
Stormwater Drainage