Plan for Goulburn River Diversion Erosion and Sediment Control Plan Document Number: ULN SD PLN 0130 Status: Approved Version: 1.0 Effective: 31/05/2017 Review: 3 Years Owner: Environment and Community Manager Typical drawing for proposed rehabilitation works at Chainages 1389 and 1589.respectively.
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Plan for
Goulburn River Diversion Erosion and Sediment Control Plan
Document Number: ULN SD PLN 0130
Status: Approved
Version: 1.0
Effective: 31/05/2017
Review: 3 Years
Owner: Environment and Community Manager
Typical drawing for proposed rehabilitation works at Chainages 1389 and 1589.respectively.
Ulan Complex
Plan Goulburn River Diversion Erosion and Sediment
Control Plan
Number:
Owner:
ULN SD PLN 0130
Environment and Community Manager
Status:
Version:
Approved
1.0
Effective:
Review:
31/05/2017
3 Years Page 2 of 38
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TABLE OF CONTENTS
Plan for ...................................................................................................................................... 1
Managing Urban Stormwater – Soils and Construction, Volume 2D Main Road Construction (DECC,
2008);
Managing Urban Stormwater – Soils and Construction, Volume 2E Mines and Quarries (DECC, 2008);
National Water Quality Management Strategy: Australian Freshwater Guidelines for Fresh and Marine
Water Quality (ANZECC, 2000); and
Fish Friendly Waterway Crossings (NSW Fisheries, undated).
Ulan Complex
Plan Goulburn River Diversion Erosion and Sediment
Control Plan
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Environment and Community Manager
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2 Environmental Assessment
2.1 Site description and scope of works. Much of the final design is based on initial investigations commissioned by UCML over the past 8 years. The
key studies have been;
1. Goulburn River Diversion - Long Term Stability Strategy, URS, 2009;
2. Goulburn River Diversion Revegetation Plan, Hunter Land Management, 2009 and Goulburn River
Diversion Rehabilitation Works Eco Logical August 2014
3. Review of proposed riverworks along Goulburn River Diversion through Ulan Coal Mine, Soil
Conservation Service, 2012.
4. Completion of Pilot Area and Area 3B
The GRDRP delineates the river into six remediation “areas” which are primarily based on catchments,
geology, degree and causes of erosion and recommended works.
Figure 2 shows the spatial distribution of recommended works while Table 2 details the preferred options,
and timing, for the areas of the Goulburn River Diversion.
These areas are from Ch 0 upstream to Ch 4200. Bank references are defined by left hand side (LHS) and
right hand side (RHS) when facing downstream.
The works include a “Pilot area” which was chosen to be representative of the broader project works and
allows all design options to be trialled before commencement of broad scale operations. The Pilot concept
was of strategic importance to the successful implementation of the Plan which has allowed UCML to:
• test all construction methodologies to be applied elsewhere on the project;
• test all ESC techniques to be applied elsewhere on the project;
• test rehabilitation/revegetation methodologies;
• observe operator capability; and
• trial closure criteria.
The Pilot area is used to illustrate the application of the key principles.
The Bobadeen Quarry is developed as part of the project, the Quarry has a separate approved Erosion and
Sediment Control Plan.
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Figure 2: Spatial distribution of GRD remediation areas and works.
Table 2: Summary of works and indicative timing.
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Area Location Proposed Remediation Works Timing
Civil Works
Area 3(a)
PILOT AREA 1000 – 1840 LHS
Construction of necessary access tracks,
compound and pads.
Rock toe protection, batter reshaping, surface
water managed via the construction of upstream
drainage channels and drop structures.
Completed
2014
Area 3(b)
1000 – 1840 LHS
Construction of necessary access tracks,
compound and pads.
Rock toe protection, batter reshaping, surface
water managed via the construction of upstream
drainage channels and drop structures.
Completed
2016
Area 1
0 to 1000 RHS &
LHS
Batter shaping. Disturbed soils treated with
ameliorants, soil conditioner and protective
cover.
Area 2 1000 – 1840 LHS Rock toe protection, batter reshaping, surface
water managed via the construction of upstream
drainage channels and drop structures.
Q2 to Q4
2017
Q1 2018
Area 4 Ch 1840 – 2850
RHS&LHS
Exposed areas reshaped and dressed. Surface
water managed via the construction of upstream
drainage channels and drop structures.
Area 5 Ch 2840 = 3540
RHS&LHS
Rock toe protection, batter reshaping, surface
water managed via the construction of upstream
drainage channels and drop structures to suit.
Area 6 Ch 3540 -4200
RHS&LHS Rock toe protection where required
Tree / shrub establishment
Pilot Area 1000 – 1840 RHS
Revegetation of channel batter where possible and
surrounding riparian land.
Complete
Areas 2, 4, 5 & 6. Remainder.
Q1 to Q4
2017
Q1 & Q2
2018
All areas Review and repair as required
Q1 to Q4
2018
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2.2 Existing environment. The Bureau of Meteorology data2 indicates that for the period from 1881 to 2013, the average annual rainfall
for Gulgong was 652 mm.
Figure 3 below shows that the rainfall distribution is summer dominant with less rain days, indicating that
the intensities are also higher in summer.
Murphy & Lawrie (1998)3 have identified the rainfall erositivity as low (1000-1500mm/ha/year), however
erosion may still occur where natural sheet runoff is converted to concentrated flows over bare soils that are
disturbed during construction.
Figure 3: Gulgong mean monthly rainfall vs mean monthly rain days
Figure 4 shows the daily flows in megalitres at Ulan gauging station SW01 (approximately 1 km upstream of
the GRD) for the period August 2008 to December 2010.
Although this is a limited data set (as flow volume data is no longer collected at SW01 due to changes in the
river profile as a result of the 2010/11 high rainfall event) it does support the conclusion that runoff flows are
2 http://www.bom.gov.au/jsp/ncc/cdio/weather/data/au. 3 Soils and Construction, Managing Urban Stormwater. (“the Blue Book”) Department of Environment and Climate Change, 2004.
Plan Goulburn River Diversion Erosion and Sediment
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more likely to occur in the spring and summer months. Contingencies for this seasonal nature of rainfall and
flow are discussed in Section 3.4.
Figure 4: Seasonal influence of flow and SW01 (upstream of GRD)
2.3 Soils and geology.
2.3.1 Existing soils. Geotechnical investigations4 were carried out to characterise and assess the properties of the river bank
material and identified two main geological units, being:
Saprolite (highly weathered bedrock) – forms the underlying unit and breaks down to soils comprised of
sandy clays and clayey sands with some gravelly sands with clay; and
Bedrock – forms the underlying unit below the saprolite and is hard and durable, mainly consisting of
mudstone and carbonaceous material.
Erosion is evident throughout the river reach in the form of rills and gullies running vertically down the
river bank slope. Several locations show evidence of deep scouring in the slope face. Erosion within the
dispersive saprolite unit is generally caused by the chemical nature of the soils, physically weathering in the
4 Goulburn River Diversion-Long Term Stability Strategy, URS 2008
Flo
w M
l/d
ay
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form of raindrop impact on the exposed slopes and overland flow. The bedrock unit is resistant to erosion
from overland flow, showing only minor evidence of rockfall accumulations.
Detailed survey advice has indicated that when the river batter slopes are 1:2.7 (V: H) or better, the batters
appears to be stable and capable of maintaining suitable levels of vegetation.
2.3.2 Soil analysis. To further understand the soil chemistry that may be contributing to the existing erosion risk, UCML
commissioned an investigation5 to develop a soils inventory that;
advised on the nature of the soils present, mapped their location and provided advice on their erosion
risk
advised on rates and methodology for the application of the ameliorants that may be required;
advised on the nature of any soil limitations that may impact on their suitability to sustain resilient
vegetation growth; and,
advised on the risks that exist in terms of inadvertently exposing undesirable material during
construction.
A total of 25 pits were excavated and 38 samples collected and tested for the following parameters;
Physical properties.
Particle Size Analysis.
Chemical properties.
Cation Exchange Capacity (CEC);
Acidity/alkalinity (ph);
Salinity (EC);
Total phosphorus;
Emerson Aggregate Test (EAT);
Organic Carbon.
Recommendations regarding the management of the soils in situ are contained in Section 3.2. The Soils
Inventory report is provided at Attachment A.
Detailed soil analysis to be conducted for each area of work.
2.4 Erosion and sediment control risk assessment.
The following section provides an overview of the existing environmental considerations that will impact on
ESC in the river reach.
Issues have been identified either in agency responses to the GRDRP or in internal risk assessments and peer
reviews of the GRDRP.
5 Goulburn River Diversion-Soils Inventory, SLR Environmental Solutions. 2013
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Table 3: Goulburn River Diversion Erosion and Sediment Control Risk Assessment
Source Comment Section of report where
addressed.
1 Department of Planning and
Infrastructure correspondence to
draft GRDRP, August 2013.
Supports UCML’s intention to prepare an Erosion & Sediment Control Plan (ESCP) specific to the
Goulburn River Diversion remediation areas and requires that the ESCP be approved by the
Director General prior to the implementation of remedial works.
This document.
2 Environment Protection Authority
correspondence to draft GRDRP,
August 2013.
Erosion and sediment control is identified as a primary risk, both during and post construction.
Supports the use of a pilot area to trial implementation of control measures and requests
inspection of the pilot area by relevant agencies prior to the commencement or implementation of
the remainder of remediation areas.
This document.
36 Requests clear definition of monitoring, incident response and wet weather contingency
procedures.
Section 3.3, 3.4 & 7.
4 NSW Office of Water correspondence
to draft GRDRP, August 2013.
Identifies risk of ongoing erosion and slope destabilisation to batters as a result of sodic and
dispersive subsoils.
Section 3.2.
5 Identifies risk of erosion at drainage discharge points from Ulan Road table drains and
uncontrolled overland flow.
Section 3.1.
6 Identifies the need for soil conditioners and ameliorants on batter slopes to assist with
revegetation.
Section 3.2.
7 Internal Broad Brush Risk Identifies the need to be prepared for the risk of a hydrocarbon incident. Section 3.3.
6 Issues 3, 4, 5 & 6 were also identified in Ulan Peer Review and Risk Assessments and have not been repeated later in this table.
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6 Assessment, May 2013. Revegetation timing and species selection is essential to mitigate the causes of failure in
vegetation establishment.
Section 4.
9 Monitor works to ensure that erosion protection installed at a specified area does not
inadvertently cause a redirection of flow and hence cause erosion in another area.
Section 7.
10 Investigate the possibility of irrigation of rehabilitation areas in terms of volume, quality,
infrastructure and maintenance.
Section 3.3 & 3.4
11 Geotechnical assessment is required to mitigate the possibility of accelerated weathering rates of
the rock used for erosion protection.
Section 3.1.4.
12 Internal ESCP Peer Review
Workshop, December 2013.
Rock revetment wall needs to be designed with a berm at the outer edge of its platform so as to
act as a catch (filter) for sediment moving down toward the river channel floor from the batters
during construction.
Section 3.1.3.
13 Investigate the use of a floating boom to trap hydrocarbon spills. Section 3.3.
14 Install rock check barricades in catchment drains to slow flow. Section 3.1.1.
15 Limit the amount of area exposed at any particular time and install compost blanket as soon as
possible after reshaping of batters. Required to provide compliance with the C-factor
requirements of the “Blue Book.”
Section 4.
16 Compact reshaped batters both before and after topsoil application by track walking with dozers
up and down batter.
Section 3.2.5.
17 Use geofabric between rock revetment and river bank (up to ~1.5m height) to minimise sediment
transfer from banks though rocks.
Section 3.1.4.
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3 Erosion and Sediment Control Management Actions
3.1 Surface water management.
3.1.1 Control of overland flow. Poor drainage from Ulan Road and concentrated surface water flows are considered major contributors to severe
rill and gully erosion within the river reach. To mitigate this risk, an integrated surface water drainage plan has
been developed using standard erosion and sediment control techniques7. Works will be constructed to the 100
year ARI in accordance with Glencore ESCP standards8.
The proposed surface water plan will comprise the following components:
Implementation of surface water control drains (also referred to as catchment or diversion drains) to capture
sheet flow and direct it away from the river bank slope into formed discharge points (also referred to as rock
chutes or drop structures).
The catchment drains will be within 10 metres from the top of the final river bank and typically 400 to mm
minimum depth with a minimum grade of 1%. Depending on the location and characterisation of soil material,
the drains may be required to be stabilised with either grass or a rock-lining to minimise erosion9.
To reduce the erosion potential in the culverts beside Ulan Road, rock lined channels will be constructed to
convey the flow of water to constructed discharge points along the river.
Appropriately designed discharge locations (See Section 3.1.2) will be constructed to receive upstream flows
and convey them in a controlled manner to the river channel bed, thereby reducing erosion and scour of bank
slopes.
Figure 4 provides an overview of the general arrangements for the proposed drainage works. Attachment B provides this information in greater detail. Attachment C provides typical drawings and design dimensions for the
drop structures and catchment drains.
3.1.2 Drop structures. Rock lined catchment drains are only suitable where the longitudinal gradient is at 1V:20H (5%) or less.
For steeper drains down the river bank slope, the combination of flow and gravity forces requires the construction
of engineered rock chute drop structures to convey flows from the upstream catchment drainage system into the
bed of the river. The dimensions of the rock chute drop structures depend on peak flows, slope of the chute, height
of the chute, and grading (size) of the rock and are provided in typical design drawings in Attachment C. The full
report for the rock sizing is provided in Attachment D10.
7 Managing Urban Stormwater: Soils and Construction Volume 1 (Landcom, 2004) and Volume 2D (DECC, 2008) (the Blue Book) 8 Erosion and Sediment Control Plan (ULN SD PLN 0025), Umwelt Environmental Consultants July 2011. 9 URS design specifications. See Attachment C. 10 Resizing of Rock Chutes for the GRD (updated calculations), URS, October 2013
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Drop structures will be constructed following the completion of the underlying revetment platform. This allows
spoil material to be removed via the access ramps and runoff from the disturbance can be controlled and managed
by construction of a berm on the revetment base. See Section 3.1.3. A typical drawing of a dropstructure is
provided in Attachment C.
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Figure 4: General arrangements for surface water controls.
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3.1.3 Rock revetment walls. Rock will be used to construct the revetment base and walls. The material will be sized in accordance with the
results of the 100 year ARI flood hydraulic modelling (see Section 3.1.4) and will be a well-graded mixture
composed primarily of the larger rock sizes but with a sufficient mixture of other sizes to fill the progressively
smaller voids between the rocks.
The rock material must be placed in such a sequence so as to enable continued placement of rock on
the river bed by mechanical plant located at all times on a working platform/access track above the
river bed.
Rock is to be placed to design typically 500mm above the current stream bed and allow 4 metres
trafficable width. This will mitigate risk of disturbance to the channel floor.
Figure 5 provides a typical design for the application of rock armour. Typical drawings are provided at
Attachment E (2).
Figure 5: Typical design for the placement of rock for treatment of bank erosion
3.1.4 Rock specifications. The results of the hydraulic modelling undertaken by URS Australia were used to calculate the required rock
sizing suitable for the conditions along the river channel11. See Attachments E (1). Generally it is recommended
that a standard minimum medium diameter size (d5012) of 0.2 m be used. A relatively small number of locations
currently display isolated high velocities. At these locations larger rock is required with d50 sizes of 0.2 m to 0.5 m.
The material used for rock armour will be hard, angular and of such quality that it will not disintegrate on
exposure to water or weathering. It will be chemically stable, capable of withstanding freezing and thawing and
suitable in other respects for the intended use. It will meet the relevant Australian Standards13 in terms of a wet dry
crushing variation of not more that 35%, an aggregate crushing strength of 25 megapascals (mPa) or more and a
dry density of at least 2.1 tonnes/m3.
11 Modelling of GRD toe protection options. URS 2013 12 For a D50 the following parameters exist; The D50 is the median size of the rock. 50% of the rock should be graded at double the median size.
40% of the rock should be graded at 40% of the mediam and the final 10% of rock may be smaller to fill the voids. 13 AS4133 3.4 Slake Durability Index , AS1141.22 Wet Dry Strength Variation, AS4133 2.1.1 Dry Density,
Strength (“Aggregate Crushing Strength”).
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3.1.5 Batter re-profiling
Batter areas will be subdivided into approximately 100 m lengths to minimise the disturbed area exposed to
erosion at any particular time. In line with the projects philosophy of minimal disturbance, existing vegetation will
be retained to minimise disturbance.
Field observations indicate that where the existing batter is 1(V):2.7(H), reasonable vegetation cover has been
sustained. The batters will therefore be regraded to 1(V): 2.7(H) as a minimum and 1:3 where possible.
The lager erosion gullies on the batters may be shaped into storage basins and/or lined with rock to compliment
the mid slope drainage (Section 3.1.6).
3.1.6 Mid slope protection. Section 3.1.1 outlines how erosion on the river batters will be mitigated by the control of overland flows. The
length of the reshaped batter may also be up to 35m in length with a slope of 1:3 (V: H). This can provide a risk to
erosion whilst revegetation processes takes place. This risk will be mitigated by providing “mid slope” drainage to
secure rock drop structures. The mid slope drainage will likely be in the form of a compost filled “sock” to act as a
berm on the mid slope bench. The berm will be removed when vegetation cover is sustained. A typical drawing is
provided in Attachment F.
3.1.7 Channel crossing. UCML notes the policy advice provided by NSW Fisheries during the consultation process on fish friendly channel
crossings. See Attachment G. Specifically this advice suggests;
• Avoid crossing waterways at or near sharp bends, sections of unstable channel, or major "riffle" systems;
• Avoid locating crossings over "meandering" waterways;
• Avoid works that may change the frequency or spacing of an existing pool –riffle system;
• Avoid disturbances that represent a unique, endangered or highly valued section of the waterway;
3.2 Soil management14
3.2.1 Soil management recommendations. Sites 1, 2, 3, 20 and 22 (Refer to Figure 6) occur in topsoil stockpiles. Samples from these sites recorded low salinity
and sodicity levels but slight to moderate acidity. Soils from these stockpile areas will require lime at application
rates of up to 5 tonnes/ha. Lime should be applied and incorporated immediately after soil respreading and prior
to seeding. These soils will also benefit from organic amendment.
The majority of subsoil samples exhibit elevated exchangeable Na levels leading to sodicity or dispersiveness. Four
random soil samples were tested for gypsum rate requirements. The testing revealed that minimum gypsum
application rates are in the order of 5.0 and 7.5 tonnes/ha.
The addition of organic amendments (see Section 4.4) will also greatly assists in the amelioration of sodic soils.
Weak soil structure can be effectively managed by the addition of organic matter which increases soil aggregate
stability. The routine use of cover crops (for example, oats in autumn/winter and Japanese millet in
spring/summer) and the strategic use of specialist revegetation techniques such as hydroseeding with sugar cane
mulch will significantly assist with organic amendment of poorly structured sodic soils encountered in the area.
14 Unless identified otherwise, the recommendations are derived from “Goulburn River Diversion Soils Inventory” SLR, 2013.
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3.2.2 Substrate management. Many of the subsoil samples exhibit characteristics that will prohibit successful vegetation establishment, including
high salinity, sodicity and acidity or alkalinity.
Techniques such as increasing the depth of benign soil topdressing, subsoil amelioration and/or the use of salt
tolerant pasture species are recommended.
Figure 6 identifies the soil sample locations. Attachment A “Goulburn River Diversion Soils Inventory” by SLR
Global Environmental Solutions, provides full details of the soils analysis and maps of locations requiring lime
and/or specific substrate management.
Figure 6: Distribution of soil sample sites on the Goulburn River Diversion
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3.2.3 Soil stripping, handling and stockpiling.
The following topsoil handling techniques are recommended to prevent excessive soil deterioration:
strip material to the depths of between 10 to 15 cm.
topsoil to be maintained in a slightly moist condition during stripping. Material should not be stripped in
either an excessively dry or wet condition.
place stripped material directly onto re-graded river batters and spread immediately (if construction
sequences, equipment scheduling and weather conditions permit) to avoid the requirement for stockpiling.
if required, soil stockpiles will be left in as coarse condition as possible in order to promote infiltration and
minimise erosion until vegetation is established. This will also prevent anaerobic zones forming.
as a general rule, maximum stockpile heights will be less than 3 m.
if long-term stockpiling is required (i.e. greater than 12 months), they will be seeded and fertilised as soon
as possible. An annual cover crop species that produce sterile florets or seeds will be sown.
topsoil will be spread to a depth of approximately 100 mm pending site testing of subsoils.
3.2.4 Soil respreading and seedbed preparation. The following techniques will assist with optimum establishment and growth of vegetation:
ameliorate soils to minimise limitations, as identified in Section 3.2.2. The main limitation for the area’s
reusable soil is weak soil structure, sodicity, low or high pH and low organic carbon levels. These
limitations can be managed by the addition of organic matter. Organic amendment increases soil aggregate
stability and leads to improved soil structure.
topsoil is to be spread, treated with fertiliser and seeded in consecutive operations in order to reduce the
potential for topsoil loss from wind and water erosion.
where high salinity levels exist, consideration will be given to incorporating an intermediate soil layer
between the regraded saline subsoil and the non-saline topsoil. This will minimise the upward migration
of salts via capillary rise and reduce the risk of pasture roots contacting saline subsoils. The intermediate
layer should be benign soil and be incorporated into the reconstructed profile at a minimum depth of 20
cm prior to topsoil application.
where practical, topsoiled areas will be lightly contour ripped (after topsoil spreading) to create a ‘key’
between the soil and the underlying material. Best results will be obtained by ripping when soil is moist
and when undertaken immediately prior to sowing.
where practical topsoiled areas will be scarified prior to, or during, seeding to reduce runoff and increase
infiltration. This can be undertaken by contour tilling with a fine-tined plough or disc harrow.
establishment and incorporation of a (cover) crop.
The identification and management of the soil in situ is recognised as having a major influence on the successful
outcome of the project. The investigations undertaken in the development of the GRDRP and the information
contained in Attachment A is critical to UCML meeting these challenges. In addition to this, training by suitably
qualified professionals will be organised for staff and contractors to allow them to recognise and mitigate any soil
management risks that may be present.
3.3 Hydrocarbon spills. UCML instigates a number of preventive measures to minimise the possibility of hydrocarbon spills. For instance,
UCML conducts an “equipment introduction to site” process which is a rigorous assessment to determine that the
equipment used is fit for purpose. Care is also undertaken by the Site Superintendent to locate any refuelling
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activities away from drainage lines or sensitive areas. Spill response awareness will also be an integral part of the
pre project induction training mentioned above.
Should a hydrocarbon spill incident occur, it will be managed in accordance with the Hydrocarbon Spill Response
Plan USO SD PRO 0085. The three main steps in any spills are as follows:
Identify.
Identify the spilt substance, and follow clean up procedures according to its material data safety sheet (MDSS);
In the event of a spill, immediate notification should be given to the Environmental Coordinator. The principle
of containment is critical to minimising the environmental impacts from hydrocarbon or chemical spills.
Control.
Isolate the source of the spill immediately if it is safe to do so;
Eliminate all ignition sources;
Isolation of a spill may involve ensuring that bund valves are closed, shutting down equipment, or closing
pipe valves to ensure prevention of further spillage.
Contain.
Spills must be contained before they are able to leak into watercourses, drainage systems and the natural
environment;
Spill stations contain the necessary items to control spills such as mats, booms, and absorbent material. These
products are outlined in more detail below;
o mats are generally used for maintenance clean ups or the containment of small leaks;
o Booms are long ‘socks’ filled with absorbent material designed for placing around spills in order to contain
them. Generally, booms are used in major or serious spills;
o Absorbent material is used to pour over hydrocarbon spills to absorb the oil, enabling clean up and
disposal;
o Spill kits are to be inspected at 2 monthly intervals to identify any deficiencies in stock.
Any ponding of spills will be pumped into containers as quickly as possible.
3.4 Wet weather contingency. Where adverse weather conditions and activities have the potential to cause erosion, the Superintendent will
suspend that phase of the operation until weather conditions abate or effective mitigation procedures have been
instigated.
The following table represents the mitigative measures that may be applied. Additional measures may also be
implemented as identified and required.
Table 4: Wet Weather Trigger Action Response Plan (TARP)
.Trigger Response
No Alerts Response Required
1. Routine
Superintendent – Review
1. View weather webpage at commencement of each day. Check weather forecast for the following 7 days
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.Trigger Response
for chance of rain, likelihood, amount of rain and radar (regional weather).
2. If rainfall is forecast, also check regional weather warnings from the BOM webpage15
3. Note that the sediment control basins will have a permanently installed suction facility and a trailer
mounted pump (20 litres /second) on site for the duration of works. A backup pump will also be
available as a contingency.
2. Weather
Forecast
Superintendent – Actions. If forecast;
1. Fine or <5mm rain ;
a) No action required.
2. 5 – 20mm rain forecast over a single day;
a) Monitor weather via above steps every 6 hours for change;
b) If possible, for the period of the forecast event, organise tasks in areas that do not directly
report to watercourses;
c) Inspect all ESC works in the 24 hour period prior to the forecast event to ensure they are in
place and operational.
3. 20mm+ rain per day or 5 – 20mm forecast over multiple days;
a) Inform Major Projects Manager and Environment and Community Manager of expected high
rainfalls;
b) Monitor weather via steps above every 6 hours for change;
c) Manage works to minimise disturbed areas.
d) In the 24 hour period prior to the predicted event, apply compost blanket to a C – factor
requirement of 0.05 to disturbed areas. (See Section 4.1);
e) In the 24 hour period prior to the predicted event, prepare to cover all disturbed discharge
points with geofabric or the like, and placed in a manner that will minimise the possibility of
flows contacting exposed soils ;
f) Prepare to remove all equipment from within the watercourse catchment.
4. 50mm+ rain per day or 20-50mm forecast over multiple days;
a) Inform Major Projects Manager and Environment and Community Manager of expected high
rainfalls and organise meeting to determine appropriate action;
b) Monitor weather via above steps every 3 hours for change;
c) Maximise capacity within the sediment basins by ensuring that the structures were dewatered
within 5 days following the previous event16.
d) Implement steps 3 c, 3d, 3e and 3f as above.
e) Disturbed areas within the 2 year ARI will be minimised by sequencing works so that the rock
armour is placed on the revetment wall as soon as possible after disturbance. However as a
contingency, be prepared to cover all disturbed areas within the 2 year ARI with geofabric or
the like., keyed into the rock revetment where possible, and placed and staked to minimise the
possibility of flows contacting exposed soil ;
Triggers Response Required
3. Actual
Rainfall17
Received.
(1 in 2 year
event)
Superintendent.
1. Notify Major Projects Manager and Environment and Community Manager and organise meeting;
2. Implement actions as described in Step 2.3 above;
3. Inspect all ESC works to ensure they are in place and operational;
4. Dewater all sediment basins with 5 days following the event;
Environmental Officer.
1. Inspect works for runoff and ensure environmental compliance of all ESC works;
16 Section 6.3.4 Capacity of Sediment Basins for type D and type F Soils – Managing Urban Stormwater Soils and Construction, Landcom 4th
Edition March 2004. 17 5mm – 20mm over a few hours or 50mm over 24h period or 90mm over 3 days
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.Trigger Response
Trigger Response
4. Actual
Rainfall18
Received
(1 in 10 year +
event)
Superintendent
1. Notify the Major Projects Manager and Environment and Community Manager of Category Red
situation and organise meeting;
2. Implement actions in accordance with Step 2.4 above;
3. Dewater all sediment basins with 5 days following the event;
4. Monitor works and implement any necessary remediation procedures as soon as practical after event
passes;
Environmental Officer.
1. Inspect works for runoff and ensure environmental compliance of all ESC works;
18 50mm over a few hours or 100mm over 24h period or 120mm over 3 days
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4 Revegetation.
4.1 Groundcover requirements. The risk of erosion and sedimentation to downstream environs is directly proportional to the level of soil
disturbance and exposure of the soil surface to the elements. For this reason, the Blue Book provides guidance on
the cover factor for various scenarios.
The cover factor, (C), is the ratio of soil loss from land under specified crop or mulch conditions to the
corresponding loss from continuously tilled, bare soil. A C-factor of zero would require 100% groundcover and a
C-factor of 1 would be 0% groundcover19.
The “Blue book” requires the C-factor for the GRD to be 0.05 see Table 5.
Table 5: Maximum acceptable C-factors at nominated times during works Lands
Maximum
C-factor
Remarks
Waterways and other areas
subjected to concentrated flows
post construction.
0.05
Applies after 10 working days from completion and before works
are allowed to carry any concentrated flows.
(Note: a C-factor of 0.05 can be achieved in various ways,
including with about 70% groundcover.).
Where works are to be undertaken
within the 2-year flood level. 0.05
No lands below the 2-year flood level are to be left in a disturbed
condition after works are complete for more than ten working
days by reducing the C-factor to less than 0.05. Materials must be
used here that are stable under concentrated flow conditions.
This means progressive rehabilitation as the works proceed.
Stockpiles post construction.
0.10
Applies after 10 working days from completion of formation
(Note: a C-factor of 0.10 is achieved with about 60% groundcover)
All lands within the CRZ (Core
Riparian Zone). 0.10
C-factors above 0.1 only when the 3-day forecast suggests that
rain is unlikely. Ensure provision of sufficient 350 gsm jute
matting or equivalent to reduce the C-factor to less than 0.10 on
all disturbed lands.
All lands, including waterways and
stockpiles during construction.
0.15
Applies after 20 working days of inactivity, even though works
might continue later (Note: a C-factor of 0.15 can be achieved in
various ways, including with about 50% groundcover.)
Where works occur in or close to watercourses, the Site Supervisor or someone nominated by him/her, must record in a
notebook each day:
- the C-factor status at various positions along the watercourse.
- publicised weather forecasts.
19 Managing Urban Stormwater: Soils and Construction Volume 1 (Landcom, 2004) and Volume 2D (DECC, 2008) (the Blue Book)
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Figure 7 provides an assessment of the percentage grass cover required to achieve the nominated C-factor.
Figure 7: C-factor for grass cover.
4.2 Tree and shrub seed collection and propagation. A targeted seed collection program has been implemented at Ulan Mine in order to maximise the amount of viable
seed of local provenance for use in the ongoing rehabilitation and revegetation activities.
A revegetation plan has been developed by Eco Logical20.
Eco Logical recommended zonal vegetation plantings based on local providence, species location within the
riparian zone and bank stabilisation. See Figure 8.
SJ Landscapes, will conduct much of UCMLs seed collection, and collect seed where possible as indicated in Table
6.
20 Goulburn River Diversion Rehabilitation Works Eco Logical August 2014
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Figure 8: Typical Zonal Planting cross section21
21 Goulburn River Diversion Rehabilitation Works Eco Logical August 2014
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Table 6: Indicative Species List
4.3 Pasture seeding. The pasture species mix will generally be in accordance with the specification provided in Table 7 below. Species
selection may change slightly based on final soil analysis and agronomic advice.
It is also intended that on some batters a Couch turf will be utilised and then over sown with native grass seed
Ulan Complex Plan Goulburn River Diversion Erosion and Sediment Control Plan
All legumes will be inoculated and lime pelleted prior to seeding.
Revegetation activities will generally be undertaken in spring and autumn, however, opportunistic revegetation
will be practiced if areas become available for sowing in summer and winter.
After surface soil amelioration and tillage is completed for any given area, revegetation will commence as soon as
practicable. The proposed method of sowing will be via conventional spreading using agricultural broadcasting
equipment.
Fertiliser application will be kept to a minimum and if required will be undertaken simultaneously with both tree
and pasture seeding. Maintenance fertilising will be conducted as required. Fertiliser type and application rates
will be determined by prior soil analysis.
Revegetation may be assisted with irrigation.
4.4 Imported topsoil or soil conditioner. The Soils Inventory study identified adequate stockpiles of topsoil on site. This topsoil will be mixed with a
composted soil conditioner and used to improve soil structure & organic matter levels.
The soil conditioner will be unrestricted for use near watercourses by the NSW EPA25 and will be compliant with
the appropriate standards26. The soil conditioner will have an organic matter level of 45% and once blended with
the top 80 mm of topsoil, would have an average organic matter level of around 8%27.
22 Pastures and Acid Soils, NSW Department of Primary Industry fact sheets (1999) 23 Dryland Salinity: Productive Use of Saline Land and Water, Department of Environment and Climate Change, 2001 24 Ulan Integrated Mine Operations Plan 2012 to 2017.
25 NSW Environment Protection Authority Guidelines – “Use and disposal of biosolids products” December 2000
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4.5 Compost blanket. The application of a plant residue, or other suitable material, to the land surface is required to provide protection,
and maintain the required C-factor, until the vegetative cover can establish and guard against erosive forces. Refer
to Section 4.1.
Attachment H (1) provides a summary of some popular blankest and their characteristics.
Attachment H (2) provides advice on the C – factor achieved by various compost blanket products.
26 Australian Standard AS 4454(2012) Composts, soil conditioners and mulches. 27 Australian Native Landscapes (ANL) product specification sheet for “Nitrohumus”
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5 Schedule of Works
The schedule of works follows the general principles of the Blue Book such as;
minimise the areas of disturbance;
manage runoff from undisturbed catchment around or through the worksite;
manage runoff from disturbed areas via sediment basins constructed to the 85th percentile where possible and
reinstate storage after rainfall events;
establish groundcover as soon as possible after disturbance.
In addition, the construction of the upstream diversion drain is scheduled such that worked areas are continually
within contained areas, runoff from disturbed areas for this part of the works will report to the East Pit, not the
diversion. The schedule for 2017 is provided below:
Attachment J and K provides specific Erosion and Sediment Controls for the remaining works.
6 Training and Awareness
UCML recognises that training and awareness is an integral part of the implementation of an effective ESCP.
UCML’s environmental training and awareness program is detailed within the Environmental Management Strategy
and includes clear responsibilities for ESC.
Training specific to this project will be supplied by a suitably qualified professional(s) and will cover ESC
principles, soil management and hydrocarbon management as a minimum, and will be provided to all employees
and contractors participating in the project.
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7 Monitoring
The project will also be monitored in accordance with the Surface Water Monitoring Program (SWMP ULN SD
PLN 0034).
This has been supported by the recent installation of continuous turbidity monitoring equipment. Water sampling
data will be managed and stored in the “Citect” Information Management System and any exceedences initiate an
alert to the relevant staff.
The works will be monitored at an operational level by the Site Superintendent, the Site Supervisor and the
Environment Officer. This will include regular site inspections and investigating and trigger level exceedences
determined from the above mentioned monitoring.
At a strategic level, the plan will be monitored and reviewed in collaboration with the respective stakeholders as
part of the Pilot Remediation area review. See Section 3 of the Goulburn River Diversion Remediation Plan.
Finally, all works will be assessed on completion by a suitably qualified professional(s) to certify compliance with
design criteria and verify the durability of works in accordance with Section 6 - Project Closure Criteria, Goulburn
River Diversion Remediation Plan.
In the event that theses review procedures initiate significant changes to this Erosion and Sediment Control Plan,
the revised Plan will be resubmitted to the department for approval.
8 Responsibilities
Specific roles and accountabilities for employees and contractors in relation to this ESCP are outlined below
Role Accountability
Major Projects Manager Approve appropriate resources for the effective implementation of this Plan;
Ensure the effective implementation of strategies designed to reduce downstream
sedimentation;
Ensure any potential or actual erosion and sediment control issue is reported in
accordance with legal requirements and the corporate standard;
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Role Accountability
Authorise internal and external reporting requirements of this Plan;
Approve subsequent revisions of this Plan;
Environment and
Community Manager
Provide ongoing review of this ESCP and advise Major Projects Manager of any
required changes;
Provide sufficient resources for the implementation of this Plan;
Identify water management risks and impacts to the environment and assess resources
required to mitigate identified risks and impacts within the site;
Ensure that the results of monitoring are evaluated and reported to senior management
and to relevant personnel for consideration as part of ongoing planning;
Ensure any potential or actual surface water issue is reported in accordance with legal
requirements and the corporate standard;
Provide visible and proactive leadership in relation to the erosion and sediment control
management;
Ensure all reporting complies with internal and external monitoring standards,
protocols and regulations;
Proactively engage government and community as required.
Rehabilitation
Superintendent.
Ensure adequate resources are budgeted for in relation to water monitoring or erosion
and sediment control for their task/project;
Ensure that operational changes consider the potential impacts on erosion and
sediment control on the surrounding environment and adjacent landholders;
Manage equipment and tasks to mitigate the impact of esc;
Provide visible and proactive leadership in relation to the erosion and sediment control
management;
Ensure all erosion and sediment control measures are in place in accordance with their
respective ESC plan and Ground Disturbance Permit;
Ensure any work requiring ground disturbance is approved prior to disturbance in
accordance with EMS (where relevant);
Coordinate the implementation of corrective actions and evaluate their effectiveness.
Site Supervisor Ensure all erosion and sediment controls are in place;
Day to day communication with contractors on ESCP requirements;
Daily workplace inspections of ESC works;
Report SD incidents or any community complaints;
Monitor the C-factor on a daily basis as required.
Project Engineer Provide engineering input into all erosion and sediment control plans developed for
each area of the diversion;
Ensure that all ESCPS are prepared in accordance with the ESCP (ULN SD PLN 0025);
Ensure that works are constructed to the appropriate design and standards;
Ensure adequate resources are budgeted for the implementation of the plan;
Project Manager Assist the Manager Major Projects in the execution of their duties;
Coordinate risk assessment for the works as required;
Coordinate ESC training for all personnel involved in the project;
Identify resources required for project completion and develop budgets and required
project documentation to guide the project;
Ensure ongoing consultation with relevant government departments is undertaken to
achieve completion criteria;
Ensure any work requiring ground disturbance is approved prior to disturbance in
accordance with EMS (where relevant);
Investigate any environmental or other SD incidents and provide reports to the Major
Projects Manager accordingly;
Prepare internal and external reports as required for final approval by the Manager
Major Projects.
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Role Accountability
Environment and
Community
Coordinator/Officer
Ensure monitoring equipment is operated in accordance with relevant industry
standards and protocols;
Ensure that all monitoring records are effectively maintained on site in accordance with
the EMS;
Coordinate the collation and evaluation of monitoring data;
Regularly report environmental performance to E&C Manager;
Prepare internal and external reports for review by E&C Manager;
Conduct environmental inspections in accordance with the GRDRP;
Ensure any potential or actual water management issue, including incidents and non-
conformances is reported to the ECM;
Coordinate incident investigation processes including associated reporting
requirements, in accordance with the EMS;
Provide visible and proactive leadership in relation to surface water management and
erosion and sediment control;
Participate in the ongoing review of this Plan;
Ensure the adequacy of ESC Plans in accordance with the Ground Disturbance Permit.
All employees and
contractors
Ensure the effective implementation of this plan.
Ensure any potential or actual water management issues, including environmental
incidents, are reported to the Project Manager, Supervisor or Task Coordinator.
Seek approval from the Project Manager, Supervisor or Task Coordinator prior to
making changes to the water management system.
9 Control and Revision history
9.1 Revisions
Version Date reviewed
Review team
(consultation) Nature of the amendment
1.0
ULN
SD PLN
0104
April 2014. Rod Reinhard
Robyn Stoney
Ian Flood
Chris Glennon
New Document was originally uploaded as PDF document
number ULN SD PLN 0104
1.0
ULN
SD PLN
0130
May 2017 Stephen Hawkins
Robyn Stoney
Updated changes to the general arrangements for surface
water controls and schedule, consistent with GRDRP
Eco logical revised vegetation plan. Resubmitted to DP&E
for approval in May 2017, approval received 31/05/2017.