yandicoogina baseline hydrology
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Yandicoogina baseline hydrology Page 1 of 60
Resource Development Surface Water Management
Baseline hydrology assessment for Yandicoogina
discharge
02 April 2012 (Update to Report – Baseline hydrology assessment for Marillana Creek discharge released 4 May 2010)
Future expansion at RTIO Yandicoogina has the potential to increase the volume of surplus
water generation and discharge into Marillana and Weeli Wolli Creeks. A baseline
hydrological/hydraulic assessment was carried out to access the existing situation and
movement of discharged water along the creek systems and to predict the likely behaviour of
the released water for various discharge scenarios. Surplus water is discharged by BHPBIO
and RTIO Yandicoogina mine operations at several locations along Marillana Creek (BHPBIO
discharge outlet is located 2 km up gradient of the RTIO Oxbow deposit; RTIO discharge
network is located adjacent to the Junction Central mine) and two outlets by RTIO Hope
Downs 1 and Yandicoogina operations in Weeli Wolli Creek (Hope Downs 1 discharge outlet is
located 500 m up gradient of the Weeli Wolli Spring; RTIO Discharge Outlet 6 is positioned
adjacent to the Junction South East mine). In December 2009, the total average discharge
rate to the creek systems from all three mining operations was 116 ML/day or 42 GL/year.
The assessment demonstrated that historically discharged water would not have extended past
the Marillana Creek catchment outlet at the confluence with Weeli Wolli Creek; hence
anecdotally no flow contribution to Weeli Wolli would have been expected. This suggests the
wetting front in Weeli Wolli Creek is likely to have resulted from surplus water discharged
from the Hope Downs 1 mine operation.
The average maximum steady state inundation or discharge footprint produced from the total
average discharge, from 1998 to 2009, was expected to extend approximately 2.5 km down
gradient from the confluence of Weeli Wolli and Marillana Creeks. On the other hand, the
discharge footprint would extend 5.5 km downstream from the confluence if 60 GL/year (peak
discharge from 1998 to 2009) of surplus water was released at a constant rate into the creek
systems.
A discharge footprint of 35.4 km from the BHPBIO discharge outlet and 36.1 km from the
Hope Downs 1 discharge outlet or 16.3 km down gradient from the Weeli Wolli – Marillana
Creek confluence was estimated for the maximum modelled 110 GL/year regional surplus
discharge (based on existing infrastructure). An option to relocate the discharge location in
Marillana Creek down gradient from the mine operations was also investigated. Modelling
indicated that the footprint distance would extend from approximately 6.7 km to 17.3 km
down gradient from the Weeli Wolli – Marillana Creek confluence for modelled volumes 55
GL/year to 110 GL/year.
Due to the dynamic nature of the Weeli Wolli Creek system, the creek channel and in
particular the section that drains the alluvial plain is capable of changing course during large
flood events. This type of event would modify the existing drainage flow path of the
discharged water and alter the course of the discharge footprints.
Yandicoogina baseline hydrology Page 2 of 60
Contents page
Introduction 3
1. Issue 3
2. Objectives 3
Catchment characteristics 4
3. Hydrology 4
4. Rainfall 5
5. Hydrogeology 7
6. Alluvium characteristics 8
7. Riparian vegetation 11
7.1 Mapped vegetation 11
7.2 Evapotranspiration 14
Discharge modelling 16
8. Modelling approach 16
8.1 Defining the discharge footprint 16
8.2 Surface water – groundwater connectivity 18
9. Discharge water balance calculations 20
9.1 Methodology 20
10. Modelling scenarios 28
10.1 Existing discharge regime 28
10.1.1 Scenario 1: Comparison of observed and predicted wetting fronts 28
10.1.2 Scenario 2: Average discharge between 2007 and 2009 29
10.1.3 Scenario 3: Peak discharge between 1998 and 2009 29
10.2 Proposed discharge scenarios 29
10.2.1 Scenario 4: Discharge rate options – 60 GL/year 29
10.2.2 Scenario 5: Discharge rate options – 90 GL/year 29
10.2.3 Scenario 6: Relocation of Marillana Creek discharge outlets 29
11. Modelling results 30
11.1 Existing discharge footprints 30
11.2 Proposed discharge footprints 33
11.2.1 Scenarios 4 and 5 33
11.2.2 Scenario 6 35
Conclusion 40
Appendix A – Base case output 42
Appendix B – Scenario output 47
Addendums– Scenario 7 to 9 including BHPBIO Jinidi 52
References 60
Yandicoogina baseline hydrology Page 3 of 60
Introduction
1. Issue Surplus water is generated as a result of mining below the groundwater table. The volume and
rate of surplus water generation will be determined by the difference between the rate at which
site and other parties can use the water and the rate of abstraction. The current total
abstraction rate for Yandicoogina Junction Central (JC) and Junction South East (JSE) is 35
GL/year, with the potential to increase to a maximum 55 GL/year as a result of expansion and
development of the Junction South West (JSW) and Oxbow deposits.
Management of water on Rio Tinto sites follows strict environmental and water use standards
(refer to Rio Tinto Environmental Standards). These standards align with the Western
Australian State Government Department of Water hierarchy of disposal options informal
regulatory guidelines (Bessan Consulting Services, 2007) that recommend (in order of
preference):
Use on site;
Transfer to another site or industrial location;
Re-injection;
Controlled discharge to surface (irrigation); and
Uncontrolled discharge to surface (creek discharge).
Any surplus water not utilised in the first four strategies is currently being discharged into
Marillana and Weeli Wolli Creeks.
Discharge of surplus water from the BHPBIO Yandicoogina mine operation into Marillana
Creek began in May 1992. In 1998 RTIO started releasing surplus water into Marillana Creek
and by December 2006 the combined operations were discharging at an average rate of 34
ML/day. Release of surplus water into Weeli Wolli Creek began in 2007 with expansion of the
JSE mine and development of the Hope Downs 1 operation up gradient of Yandicoogina. By
December 2009, the combined average discharge rate to Marillana and Weeli Wolli Creeks
from all three operations was 116 ML/day.
2. Objectives The purpose of this study was to predict the hydrological reaction of the creek systems to
artificial discharge. The specific objectives of the assessment were:
To characterise the stream morphology of sections of Marillana and Weeli Wolli Creeks
downstream of the discharge outlets. This was accomplished by reviewing the stream
pattern, river/floodplain geometry, soil profile/geological logs, vegetation patterns and
community distribution, and other characteristics of the receiving creeks to establish
representative “reaches”.
To determine the hydraulic characteristics associated with different volumes of water
released into the system. This work was accomplished in order to determine the capacity
and reaction (water movement) of the creeks at different discharge volumes.
To establish the area over which the released water could travel (or discharge footprint).
Yandicoogina baseline hydrology Page 4 of 60
Catchment characteristics
The dearth of hydrological data in the Pilbara, especially related to small and medium sized
catchments, their stream flow and rainfall distribution patterns, makes it impossible to use
standard hydrology assessment methodologies to determine surface water flow characteristics
in local Pilbara catchments. To overcome this limitation and to provide a methodology for
estimating the potential flow conditions of artificial discharge into ephemeral Pilbara creeks,
hydroecology techniques for evaluating water movement have been adopted.
Hydroecology is the inter-disciplinary study of the interactions between ecological processes
and water movement. For the purpose of this study, information that could be extracted from
the Pilbara landscape to help describe baseline hydrological characteristics, in the absence of
historical stream flow or climate series data, included: vegetation patterns and communities in
the riparian zone, pool location/absence and water quality, geomorphology of the creek bed,
banks and floodplain, and soil/regolith geology properties and patterns (particularly as
recorded in satellite remote sensing imagery). These catchment characteristics are described
below and are subsequently used to define the inputs to the discharge modelling.
3. Hydrology The Weeli Wolli Creek regional catchment covers an area of approximately 4,000 km2. The
upper Weeli Wolli Creek catchment, up gradient of the Hope Downs 1 mine, is characterised
by relatively wide, flat plains of gentle gradient, surrounded by rugged hills of outcropping
Marra Mamba Iron and Brockman Iron Formation. The Creek and its tributaries drain in a
north easterly direction past the Hope Downs 1 mine site, converging at a narrow valley
system. Weeli Wolli Spring is located at the mouth of the valley, approximately 10 km down
gradient from the Hope Downs 1 mine site. The Creek continues its path downstream into the
lower Weeli Wolli Creek catchment, joins with Marillana Creek to the west and drains onto a
wide alluvial floodplain 20 to 30 km across in the Fortescue Valley, producing a meandering
channel that can alter its course following large flood events. The flows terminate at the
Fortescue Marsh, an internally draining basin of the Upper Fortescue River catchment.
Marillana Creek, a major tributary of the Weeli Wolli Creek system, has a total catchment area
of 2,230 km2. The headwaters rise from the high relief areas of Hamersley Range where the
Creek drains in an east and north easterly direction into the Munjina Claypan. The Claypan,
an internally draining basin, has a total area of approximately 274 km2. It is subject to
periodic inundation following rainfall events and has the potential to retain surface water
flows for lower flood events, ≤ 1 in 10 year annual recurrence interval (ARI). Surface water
exceeding the internal holding capacity of the basin spills south east into the lower Marillana
Creek catchment. The lower Marillana Creek drains in an easterly direction through the
existing BHPBIO and RTIO Yandicoogina operations before merging with Weeli Wolli Creek.
The Weeli Wolli regional catchment contains four flow gauging stations: 1) Flat Rocks on
Marillana Creek (WRC number 708001), approximately 27 km up gradient of the current
RTIO Yandicoogina mine operation; 2) Weeli Wolli Spring (WRC number 708016); 3) Tarina
on Weeli Wolli Creek (WRC number 708014), approximately 5 km downstream from Weeli
Wolli Spring and 4) Waterloo Bore on Weeli Wolli Creek (WRC number 708013), 7 km
downstream from the Weeli Wolli/Marillana intersection. Daily flow data for the gauging
stations are available from 1970s to present, with occasional missing data.
Yandicoogina baseline hydrology Page 5 of 60
The regional hydrology of the Marillana Creek catchment assessed in 2008 (RTIO) estimated
the natural peak flow volumes at Oxbow, the intersection between the BHPBIO and RTIO
Yandicoogina operations, to be 70 m3/s for a 2 year ARI event and greater than 2,000 m3/s for
a 100 year ARI flood. Gauging information from the Tarina and Waterloo Bore gauging
stations on Weeli Wolli Creek were extracted and flood frequency analysis performed (RTIO,
2009). Peak flow volumes for Weeli Wolli Creek at Tarina are expected to exceed 120 m3/s
and 2,200 m3/s for a 2 year and 100 year ARI flood events, while the full Weeli Wolli Creek at
Waterloo Bore (including flow contribution from Marillana Creek) is expected to reach 180
m3/s and 10,000 m3/s for 2 year and 100 year ARI floods.
Figure 1: Weeli Wolli Creek regional catchment
4. Rainfall Using the Köppen climate classification scheme1 based on temperature and rainfall, the Weeli
Wolli Creek regional catchment is described as grassland: hot (persistently dry). Rainfall
records are available from Flat Rocks (1972 – present), Munjina (1969 – present), Tarina
(1985 – present), Waterloo Bore (1985 – present) and Wonmunna (1984 – present); locations
of the gauging stations are illustrated in Figure 1. Average monthly rainfall for the region is
provided in Figure 2. The average annual rainfall for the catchment is estimated to be 402
mm. Rainfall is episodic and highly variable between years (Figure 3), with annual recorded
rainfall for the region between 180 mm and 810 mm.
1 http://www.bom.gov.au/lam/climate/levelthree/ausclim/koeppen2.htm
Yandicoogina baseline hydrology Page 6 of 60
0
20
40
60
80
100
120
JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
Rain
fall (
mm
)
Flat Rocks Munjina Tarina Waterloo Bore Wonmunna
Figure 2: Average monthly rainfall for Weeli Wolli Creek regional catchment.
0
200
400
600
800
1000
1200
1964
1968
1972
1976
1980
1984
1988
1992
1996
2000
2004
2008
Rain
fall (
mm
)
Flat Rocks Munjina Tarina
Waterloo Bore Wonmunna Average annual rainfall
Figure 3: Annual rainfall data series (1969 – 2008) for gauging stations within the Weeli Wolli Creek regional
catchment.
The majority of rainfall occurs during the hottest months, between December and March,
resulting from cyclonic lows. Winters are dry and mild in comparison with lighter, winter
rainfall expected in June/July each year. Larger than average annual rainfall were recorded in
the Weeli Wolli Creek catchment particularly in 1973, 1975, 1995 - 2000 and in 2006,
potentially under the influence of significant cyclonic activities. Seven major cyclones have
passed in vicinity of the catchment for the period 1970 to present; Kerry in January 1973, Joan
in December 1975, Bobby in January 1995, John in December 1999, Norman in February
2000, Clare in January 2006 and Emma in February 2006.
The annual average evaporation (dry bulb) rate recorded in Yandicoogina is 1791 mm/year,
which exceeds the mean annual rainfall, keeping the landscape typically arid. The average
annual pan evaporation for the region (from Department of Agriculture Western Australia,
Yandicoogina baseline hydrology Page 7 of 60
2003) is approximately 3500 mm. Due to the low rainfall (brief wet season) and large
evaporation, water courses flow, if at all, for only brief periods.
5. Hydrogeology Hydrogeology of the Yandicoogina region is dominated by three types of aquifer:
Unconfined, superficial/Quaternary formations of alluvial deposits;
Unconfined, fractured Channel Iron Deposits (CID);
Confined, fractured bedrock.
These aquifers are recharged primarily by direct infiltration of rainfall and via creek bed
alluvials as a result of surface water flows during and/or following a storm event. The latest
hydrogeological conceptual model for the Yandicoogina region (Yandicoogina Hydrogeological
Field Program Report, RTIO-PDE-0071209) highlights the hydraulic connection between the
superficial alluvium and the CID.
The natural depth to groundwater table (pre-mining) in the Yandicoogina region varies from 3
to 20 m below ground level with the general flow direction to the east within the Marillana
Creek catchment and to the northeast along Weeli Wolli Creek. The groundwater flow system
has since been modified as a result of abstraction for mine development, reinjection and/or
permanent release of surplus water into the Marillana and Weeli Wolli Creek systems.
The existing surplus water discharge outlets along Marillana and Weeli Wolli Creeks are
illustrated in Figure 4. BHP Billiton originally released surplus water into Marillana Creek at
the discharge outlet at Anniversary Drive, approximately 2 km up gradient of the Oxbow
deposit. This outlet was relocated in May 2007 and is now positioned 500 m downstream
from the BHP railway bridge. Excess water from the Junction Central (JC) mining operation
is discharged into Marillana Creek, via several outlets, adjacent to the mine. With the
expansion of the Junction South East (JSE) deposit in 2006, two additional outlets, DO5 and
DO6, were constructed to release surplus water into Marillana and Weeli Wolli Creeks.
Discharge from the Hope Downs 1 mine into Weeli Wolli Creek is released, approximately
500 m up gradient of the Weeli Wolli Spring, 12 km upstream from the JSE DO6 outlet.
Response of the groundwater table, for the period 1991 to 2010, to natural cyclonic events,
mine dewatering and surplus discharge in the Yandicoogina region are illustrated in Figure 5
and Figure 6. Bore locations of where the water level data were extracted are provided in
Figure 4. It was demonstrated that impacts resulting from surplus water discharge are
minimal compared to the natural fluctuations of the water table in response to storm and/or
cyclonic events in the region.
Weeli Wolli Spring is the only groundwater fed naturally permanent pool identified in the
study area. It provides a baseflow component to Weeli Wolli Creek at a rate of 4.2 ML/day.
Other evidence of pools within the lower Weeli Wolli Creek catchment are transient and
dependent on rainfall and surface water, with some now sustained by the surplus water
discharge.
Yandicoogina baseline hydrology Page 8 of 60
Figure 4: Existing surplus water discharge outlets along Marillana and Weeli Wolli Creeks. The CID
boundary (brown polygon) highlights the current RTIO Yandicoogina mine areas (Junction Central and
Junction South East) and undeveloped deposits, including Oxbow, Junction South West and Billiard
North/South. Groundwater levels as shown in Figures 5 and 6 were extracted from bores represented as blue
dots in the figure.
6. Alluvium characteristics Alluvial and colluvial regolith characteristics, used as a surrogate for detailed soil information,
govern the infiltration rate and storage capacity of the creek. These characteristics also
influence the type and densities of vegetation communities developed within and adjacent to
the creek, and subsequently influence evapotranspiration within the system. In general, the
creek alluvium is comprised of interbedded layers of clays to sands and gravels to cobbles. The
coarse alluvium at the surface of the creek bed is highly permeable, hence would rapidly
recharge during creek flows (Australian Bore Consultants, 1997).
Based on geological sequences extracted from the Rio Tinto Iron Ore drillhole database,
alluvial depth within the creeks range from approximately 5 m to 30 m along Marillana Creek
and 9 m to 40 m along Weeli Wolli Creek. The alluvium is thin (possibly < 5 m thick) along a
small section of Marillana Creek, adjacent to the JC mine. This indicates shallow CID and/or
basement rocks of the Weeli Wolli Formation in and around the creek bed in this area.
Drilling in the alluvium at Weeli Wolli Creek in 1997 intersected thick sequences of tight
alluvial clay, resulted in premature termination of the monitoring bore at 4 m below ground
level (the bore is located 1.4 km up gradient of the Weeli Wolli/Marillana confluence). If
laterally continuous, the presence of this clay layer may cause perching of the watertable in
particular following significant rainfall or flood events.
Yandicoogina baseline hydrology Page 9 of 60
470
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520
Dec-90 Dec-92 Dec-94 Dec-96 Dec-98 Dec-00 Dec-02 Dec-04 Dec-06 Dec-08 Dec-10
Wate
r L
evel (
m R
L)
Date
Junction South East and Junction Central
YJ-P92
YJ-P99
YJ-DD119
YM117
Perm
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d S
acri
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ore
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s C
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1998
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Cyclo
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Figure 5: Response of groundwater levels to natural cyclonic events, mine dewatering and surplus water discharge at JSE and JC
Yandicoogina baseline hydrology Page 10 of 60
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Dec-90 Dec-92 Dec-94 Dec-96 Dec-98 Dec-00 Dec-02 Dec-04 Dec-06 Dec-08 Dec-10
Wate
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evel (
m R
L)
Date
Billiard North and South - Weeli Wolli Creek
99YJWB01
99YJWB02
99YJWB03
99YJWB04
YM119
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Figure 6: Response of groundwater levels to natural cyclonic events, mine dewatering and surplus water discharge at Billiard North and South along Weeli Wolli Creek
Yandicoogina baseline hydrology Page 11 of 60
7. Riparian vegetation
7.1 Mapped vegetation
Vegetation type, distribution and density can be related to the water availability, soil depth
and conditions, and the channel morphology of a creek system. Several vegetation and flora
surveys have been conducted in the Yandicoogina region, which include the Junction Central
area by Mattiske in 1995, the Junction South East area by Biota in 2004 and the Oxbow,
Junction South West and Billiard South areas by Biota in 2009. Riparian vegetation in
Marillana Creek is dominated by woodlands of Eucalyptus camaldulensis (River Red Gum), E.
victrix (Coolibah) over low open woodlands of Melaleuca argentea (Cadjeput) and M.
glomerata. M. argentea is a groundwater dependent species, which primarily draws water
from the saturated zone below the water table. Masini (1988) suggested the presence of M.
argentea is indicative of permanent water. E. camaldulensis obtains its water from
groundwater and river flooding, with mature trees more reliant on groundwater than young.
Stands of River Red Gum are intimately associated with the surface flooding regime of the
watercourses and related groundwater flow (CSIRO, 2004). Earlier study conducted by AGC
Woodward-Clyde in 1992 concluded that the depth to groundwater is crucial to the
distribution of M. argentea within the Marillana Creek system and suggested the likely
maximum rooting depths of M. argentea is less than 5 m and that of E. camaldulensis is less
than 10 m.
Riparian vegetation species, such as Eucalyptus victrix and Acacia citrinoviridis (Black
Mulga), are commonly found in Weeli Wolli Creek within the Billiard South area. These tree
species are believed to rely on water available within the vadose zone of the soil profile above
the water table. This suggests these species prefer unsaturated soil conditions with periods of
drought broken by groundwater recharge from surface flows and/or direct infiltration of
rainfall.
Figure 7 illustrates the locations along Marillana and Weeli Wolli Creeks where photos were
taken during the helicopter trip on 22 April 2010; Figures 8 to 15 illustrate the different
vegetation types as observed during the site visit.
Riparian vegetation distribution and density within the study area are likely to vary depending
on the fluctuations of the groundwater table as a result of mining activities. Figure 16
illustrates the change in vegetation pattern in a stretch of Marillana Creek, adjacent to the
current JC mine, between 1994 and 2009. There is photographic evidence of increased
density of riparian vegetation distribution within the creek system as a result of prolonged
release of surplus water. The change in vegetation pattern is generally confined to areas
adjacent to the discharge outlets and pools, identified as local depressions filled by discharged
water.
The increase in riparian vegetation density associated with surplus water discharge could be
exacerbated by increased creek flows and runoff at times where above average annual rainfall
were recorded, in particular during the period 1995 to 2000 and in 2006. 2006 was a cyclone
prone year with four cyclones passing through the region, between January and March,
bringing heavy downpour to the catchment. This would enhance recharge, from rainfall and
surface flows, of the superficial aquifer and would likely sustain the water level in the creek
alluvium.
Yandicoogina baseline hydrology Page 12 of 60
Figure 7: Photo locations (illustrated as yellow triangles) along Marillana and Weeli Wolli Creeks during the
helicopter trip on 22 April 2010. M1 to M3 illustrate photo locations along Marillana Creek and WW1 to WW5
along Weeli Wolli Creek.
Figure 8 (M1): Marillana Creek adjacent to the
BHPBIO Yandi camp
Figure 9 (M2): Marillana Creek – evidence of surface
water expression on the creek bed (south western
corner) as a result of BHP discharge
Yandicoogina baseline hydrology Page 13 of 60
Figure 10 (M3): Marillana Creek adjacent to the JSW-
C deposit
Figure 11 (WW1): Weeli Wolli Creek immediately
downstream from the JSE Discharge Outlet 6
Figure 12 (WW2): Weeli Wolli Creek at Grey’s
crossing, approximately 1 km upstream from the
confluence with Marillana Creek. This photo shows
flooding of the access road by Hope Downs 1 and JSE
discharged water.
Figure 13 (WW3): Weeli Wolli Creek/Marillana Creek
confluence – a wide floodplain of Coolibah woodlands
Figure 14 (WW4): Weeli Wolli Creek showing
progression of the wetting front
Figure 15 (WW5): Weeli Wolli Creek at the alluvial
plain
Yandicoogina baseline hydrology Page 14 of 60
Figure 16: Comparison between 1994 and 2009 aerial imagery showing vegetation change along a section of
Marillana Creek, adjacent to the RTIO Yandicoogina JC mine.
7.2 Evapotranspiration
Little is known of the water uptake and transpiration rate of riparian vegetation in the Pilbara
but they are likely to vary with vegetation types and distribution within the creek system. High
water use (groundwater dependent) species, such as Cadjeput and River Red Gums, are likely
to transpire more than species that are adapted to drought conditions. Hydrological
measurements conducted by Peck et al (1997) on a stretch of Marillana Creek, adjacent to the
JSW deposit, revealed that evapotranspiration from the creek pools and riverine vegetation is
approximately 25 to 35 % of the rate of evaporation from a standard pan. Based on these
findings and the average annual pan evaporation 3500 mm estimated for the Yandicoogina
area, the local evapotranspiration rates would vary between 875 and 1225 mm/year. Using
Peck‟s estimations, information from available vegetation surveys and visual inspection during
the site visit on 22 April 2010, the evapotranspiration rates of vegetation commonly found in
Marillana and Weeli Wolli Creeks were estimated and summarised in Table 1.
Table 1: Estimated evapotranspiration rates of vegetation found in Marillana and Weeli Wolli Creeks
Photo location2 Main vegetation types
Evapotranspiration
(ET) rate (mm/year)
M1 – dense and well
established trees
Eucalyptus camaldulensis (River
Red Gum)
Eucalyptus victrix (Coolibah)
Melaleuca argentea (Cadjeput)
1050
M2 – dense and well
established trees with
evidence of surface water
pools
Eucalyptus camaldulensis (River
Red Gum)
Eucalyptus victrix (Coolibah)
Melaleuca argentea (Cadjeput)
1050
2 As of the locations of the photos taken during the helicopter trip on 22 April 2010, as illustrated in Figure 7
Yandicoogina baseline hydrology Page 15 of 60
M3 – vegetation vigour
evidently declines in this
stretch of Marillana Creek
Eucalyptus camaldulensis (River
Red Gum)
Eucalyptus victrix (Coolibah)
Melaleuca argentea (Cadjeput)
700 - despite the same
vegetation types as
above, ET rate was
lowered due to decline in
vegetation vigour
WW1 – narrow riparian
vegetation corridor; larger
trees lined the banks of
Weeli Wolli Creek
Eucalyptus victrix (Coolibah)
Acacia citrinoviridis (Black Mulga) 600
WW2 – wide floodplain with
extensive vegetation growth
Eucalyptus victrix (Coolibah)
Acacia citrinoviridis (Black Mulga) 700
WW3 – Weeli
Wolli/Marillana Creek
confluence; wide floodplain
with extensive vegetation
growth
Eucalyptus victrix (Coolibah)
Eucalyptus camaldulensis (River
Red Gum)
1050
WW4 – wide floodplain with
extensive vegetation growth
Eucalyptus victrix (Coolibah)
Acacia citrinoviridis (Black Mulga) 700
WW5 – alluvial plain
supporting smaller plant
species
Mulga species
Shrublands/grasslands 530
Yandicoogina baseline hydrology Page 16 of 60
Discharge modelling
8. Modelling approach
8.1 Defining the discharge footprint
How creeks behave and where water moves and pools when water is artificially added to a
creek system are dependent on many interconnected variables, including discharge volume,
creek bed topography, alluvial/colluvial thickness, evaporation, evapotranspiration and recent
rainfall. Thus creek behaviour will vary over time, with season, changes in weather and along
the length of the creek. This makes it difficult to map when and where changes to the system
may occur and when those changes may impact other aspects of the creek ecology.
However, two important characteristics of the artificial discharge that can be quantified for a
specified discharge rate in order to provide a basis for an assessment of the creek ecosystem
reaction are (Figure 17):
the minimum distance surface water will consistently flow along the surface of the creek
bed, where the creek bed will be constantly saturated, and
the maximum possible extent of surface water expression of any artificial discharge
downstream of the outlet (maximum surface water inundation) or “discharge footprint”,
where the creek bed may become saturated after a period of continuous discharge once
steady state conditions are established.
Figure 17: Reactions states to creek discharge.
Yandicoogina baseline hydrology Page 17 of 60
As illustrated in the creek cross section in Figure 18, water discharged to a creek will flow
along the surface of the creek, losing water via infiltration or evaporation; until the volume of
water dissipates into the creek bed or is dammed by a small change in the creek bed
topography (see Figure 17 – initial conditions).
As the creek bed becomes saturated, there is less room (pore space) for water to infiltrate into
the creek bed. Infiltration rates will subsequently reduce as the wetting front moves through or
around creek bed materials with lower porosity, i.e. clays, calcretes and even roots. When the
volume of water flowing down the creek exceeds the volume of water removed from the creek
via storage, recharge (loss beyond the root zone), evaporation and evapotranspiration, water
will then start to flow across the creek bed again and the distance the surface water is seen to
flow down the creek increases (see Figure 17 – transient conditions).
Evaporation
Recharge
Evapotranspiration
Infiltration
alluvial
bedrock
Water balance equation:
Footprint
length (m)
= discharge volume (m3/s)
evaporation x flow top width (m) + (evapotranspiration+recharge)(m/s) x
riparian zone width (m)
Surface water
expression (m)
= discharge volume (m3/s)
evaporation (m/s) x flow top width (m) + infiltration (m/s) x wetted perimeter (m)
Figure 18: Stylised water balance cross section and equations for estimating discharge impact.
Water will also move obliquely through the creek bed, albeit at a slower rate, if the effort
required for the water to move vertically is greater than the effort to move horizontally. This
can be the case if the pore space rapidly decreases vertically, for example with buried clay
lenses, calcrete or shallow bedrock, or if there is a preferential pathway (micro-scale) of higher
porosity within the alluvial sediments, such as those generated by plant roots, sand seams or
rock fractures. This oblique water movement, also referred to as through-flow or interflow,
enables water to return to the surface as surface water flow when the depth to the buried
barrier decreases or the creek bed slope suddenly increases (break-of-slope); creating streams,
increasing stream flow and/or creating pools.
Thus the degree of creek bed saturation, and the potential for water to be seen to flow over the
creek bed, is influenced by creek bed topography and transient variations in climate, e.g. daily
Yandicoogina baseline hydrology Page 18 of 60
evaporation rates, seasonal evapotranspiration variations, rainfall and humidity. As a result,
transient flow conditions dominate; such that the discharge may not be seen to continuously
flow over the creek bed, although water may continue to flow through it.
Eventually, given relatively static environmental and atmospheric conditions, the system
reaches equilibrium; when the volume of water entering the system is equal to the volume of
water leaving the system through evaporation, evapotranspiration and losses beyond to root
zone (recharge) (Figure 18). The length of the creek over which the discharged water is lost to
the environment for these generalised “static” environmental and atmospheric conditions is
described as the maximum3 surface water inundation or „discharge footprint‟ (see Figure 17 –
steady state conditions).
8.2 Surface water – groundwater connectivity
“In connected water resources4, the flow of water between the surface water feature and the
aquifer is called the seepage flux. The convention is that positive seepage flux indicates
upwards groundwater flow to the stream.” On a regional or creek system scale, surface water
and ground water interactions are broadly described as (after Winter et. al., 1998):
Gaining groundwater inflow (Figure 19) where seepage flux is positive. In the Pilbara
gaining creek systems are characterised by permanent to semi-permanent water features
such as pools or springs.
Losing water to the underlying aquifer (Figure 20) where seepage flux is negative,
however there is a connection (hyporheic zone) between the surface water and
groundwater systems. In the Pilbara losing creek systems are characterised by semi-
permanent pools, dense riparian vegetation, and shallow groundwater tables.
Indirectly connected (or disconnected) losing stream (Figure 21) where seepage flux is
negative with no hyporheic zone. In the Pilbara indirectly connected creek systems are
characterised by the absence of surface water features and poorly defined riparian
vegetation.
Figure 19: Schematic representation of surface water – groundwater interaction for a gaining system (after
Winter et al., 1998).
3 The minimum distance of surface water expression is differentiated from the distance of maximum surface
water inundation through the use of surface infiltration rates instead of evapotranspiration and recharge rates.
4 Sourced from http://www.connectedwater.gov.au/processes/index.html accessed 5 May 2010, defining a
connected water resource as the combination of surface water feature(s), such as a river, estuary or wetland,
and the groundwater system(s) that can directly interact in terms of movement of water.
Yandicoogina baseline hydrology Page 19 of 60
Figure 20: Schematic representation of surface water – groundwater interaction for a losing system with
saturated connection (after Winter et al., 1998).
Figure 21: Schematic representation of surface water – groundwater interaction for an indirectly connected
losing system demonstrating unsaturated connection with the groundwater aquifer (after Winter et al., 1998).
Some creek systems may always gain groundwater, or alternatively always lose water to
groundwater. In most cases the water exchange direction varies significantly along a creek
and water movement can alter in very short timeframes or seasonally in response to flooding
or evapotranspiration (Winter et. al., 1998). Thus the average seepage flux condition is used to
characterise the creek system.
However, in the ephemeral creek systems of the Pilbara, the effect (or impact) of creek
discharge on a creek system is observed on a local scale. Thus it is necessary to characterise
and predict the more complex, local scale behaviour of the water movement in order to
appreciate and subsequently assess the impact of discharge within the discharge footprint.
On a local scale, water movement within a creek can be observed to:
Flow over the creek bed (surface flow);
Move in and out of creek bed and bank alluvial materials (interflow), changing the volume
of surface flow without changing the total volume5 flowing down the reach;
Mix with groundwater in the hyporheic zone, changing water chemistry6 without changing
total flow volume;
Gain volume from confined or unconfined groundwater aquifer discharge, changing water
chemistry7;
5 Total flow volume is the proportion of the original discharge plus any additional groundwater discharge
defined as the input discharge rate for the reach.
6 Applicable when groundwater chemistry is different from surface water chemistry
7 Applicable when groundwater chemistry is different from surface water chemistry
Yandicoogina baseline hydrology Page 20 of 60
Lose volume to the atmosphere and riparian vegetation; or
Lose volume to recharge into groundwater aquifers.
Within our model it is necessary to establish whether a reach is gaining or generically losing
(losing or indirectly connected), to define the recharge rate. Converse to seepage flux,
recharge is positive when water volume is lost from the reach and negative when water is
gained, due to the mathematical equation employed. Specific gaining or losing behaviour
conditions for the reaches are subsequently established through observation of the local
catchment conditions.
However, by differentiating between surface infiltration rates from the surface water
expression equation and recharge plus evapotranspiration loss rates from the discharge
footprint equation, it is possible to determine whether total flow volume loss is limited by
surface creek bed conditions or from subsurface geological constraints.
Water movement that is limited by surface infiltration is generally associated with indirectly
connected losing reaches. The saturation footprint is generally limited to the area directly
beneath the surface flow. While this water can be accessed by riparian vegetation, unless the
flows flood the riparian vegetation the increased plant available water will result in a general
increase in vegetation vigour and recruitment.
Water movement that is limited by subsurface geological constraints is most likely to
encourage water to move in and out of the creek bed, creating transient pools and associated
saturated bank conditions within the reach. Sustained discharge into ephemeral creek reaches
with subsurface geological constraints is likely to produce the greatest degree of change in the
reach, with saturated bed and bank conditions potentially resulting in bank
degradation/collapse and decreased vegetation vigour or death in plants adverse to saturated
soil conditions.
9. Discharge water balance calculations Definitive spatial data and temporally varying climate, infiltration, evapotranspiration and soil
information is generally not available for Pilbara creek tributaries. This makes it impossible to
use two-dimensional or numerical models to accurately map catchment and creek response.
As an alternative, an empirical methodology was developed employing the simple,
conservative water balance equations from Figure 18 to estimate the length of the creek over
which the discharge is lost to the environment.
9.1 Methodology
Each branch of the creek below the discharge outlet is divided into sections or “reaches” with
similar catchment characteristics. Estimates of evaporation, evapotranspiration and
infiltration beyond the soil root zone (recharge) are then assigned to the reach based on the
catchment characteristics or information inferred from the catchment characteristics (refer to
Sections 4 to 7). A description of how the input values were determined is summarised in
Table 2.
Reach geometry inputs including the wetted perimeter (the cross section of the creek under
water) and top width (the water surface exposed to evaporation) were determined using the
Manning formula, which is an empirical formula for open channel flow. From the reach input
values the potential out flow, or loss to environment, was determined. By subtracting the
outflow from the inflow, the balance of the flows was distributed to the next downstream
reach, until no flow remained. The surface water expression estimate (Figure 18) calculates
the minimum distance downstream from the discharge outlet that will be constantly saturated.
Yandicoogina baseline hydrology Page 21 of 60
The discharge footprint is defined as the length of creek over which all loss activities could take
place, representing the area where alluvial saturation conditions (increased available water)
will vary. For example, saturation conditions and associated pools, in between the minimum
and maximum lengths will vary with vegetation growth (season) and climate conditions.
A 19 km section of Marillana Creek was modelled from the current BHPBIO discharge location
to the catchment outlet and a 39 km section of Weeli Wolli Creek was modelled from the
existing Hope Downs 1 discharge outlet to Puggs Bore (738293 E; 7492847 N). Both creeks
were subdivided into six reaches with similar creek morphology, soil conditions and vegetation
type and patterns (Figure 22). Average reach characteristics used as input into the water
balance equation are presented in Table 3 and Table 4.
Table 2: Model simulation inputs
Input value Description
Reach geometry Channel dimensions including channel base width and bank (side) slopes,
reach length and bed slope were estimated based on 1:5000 scale spot
height and 1 m contour data, with accuracy of +/- 0.2 m horizontal and +/-
0.17 m vertical. In the most downstream section of Weeli Wolli Creek
regional 1:50,000 scale spot height data was available, suitable for 10 m
contour data only.
Manning’s roughness
coefficient n
Manning’s roughness coefficients were estimated according to the Guide
for selecting Manning’s roughness coefficients for natural channels and
floodplains, (USGS 1990) in consideration of channel irregularities,
variation in cross section, obstructions, vegetation density and
meandering of the reach.
Flow conditions The Manning formula was used to calculate the wetted perimeter, top
width, velocity, and water depth of the flow. The average reach value was
then used in the water balance equation.
Vegetation width Estimated from 1: 10,000 geological mapping, available vegetation and
flora surveys and aerial photographs, the extent of riparian vegetation
growth is averaged for each reach. The vegetation width is used to
estimate both the area of evapotranspiration and recharge as horizontal
movement of water beyond the riparian zone is considered to be minimal.
Evaporation Estimated from average annual pan evaporation for the Yandicoogina
area, 3500 mm/year (from Department of Agriculture Western Australia,
2003).
Evapotranspiration
The local evapotranspiration rate was estimated to range from 530 to
1050 mm/year based on vegetation types and density (Table 1).
Recharge rate The recharge rates represent the estimated loss of water to below the root
zone. Due to the lack of knowledge on the rate of recharge in the area,
regional estimates for the Pilbara, 1 x 10-7
m/s for clay materials and 2 x
10-7
m/s for sandy materials, were used. These estimates are used by the
Bureau of Rural Science for ‘loss’ or ‘recharge’ estimation (Raupach et al.,
2001).
However, loss of water to below the root zone does not necessarily
represent groundwater recharge. If used for groundwater recharge
estimation, these values will overestimate recharge in groundwater fed
creek systems and underestimate recharge rate over deep
alluvial/sedimentary geology.
Surface infiltration rate An estimate of the soil infiltration rate for a typical sandy to loamy Pilbara
floodplain alluvial of 10 mm/h was used for both creeks.
Yandicoogina baseline hydrology Page 22 of 60
Figure 22: Reach locations along Marillana and Weeli Wolli Creeks
Yandicoogina baseline hydrology Page 23 of 60
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Yandicoogina baseline hydrology Page 24 of 60
Table 3: Reach characteristics used to model different discharge volumes at Marillana creek.
Marillana Creek – Reach 1
Reach characteristics Typical cross section Riparian vegetation corridor Summary
Reach length (m) 1,336
Low flow channel – base
width (m) 12
Riparian width (m) 140
Bed slope (m/m) 0.00257
Manning’s roughness 0.065
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-7
Evaporation (mm/year) 3500
ET (mm/year) 1050
0 50 100 150 200 250 300 350 400 450 500
Lo
w flo
w c
ha
nn
el
flo
od
pla
in
floodplain
~ 522 mRL
~ 514 mRL
~ 15 m
Marillana Creek Reach 1 starts from the current BHP discharge outlet, 500 m down
gradient from the BHP railway bridge. Water is released into a defined, relatively stable
drainage channel, with minor meandering planform and active floodplain of
approximately 140 m wide. Vegetation is well established within the reach and evenly
distributed across the floodplain. Vegetation is dominated by woodlands of Eucalyptus
camaldulensis (River Red Gum), E. victrix (Coolibah) and Melaleuca argentea
(Cadjeput).
The groundwater table has risen by approximately 8 m along this reach (the 2008
groundwater table is approximately 1 – 2 m below the creek bed), with photographic
evidence of surface water expression as a result of prolonged surplus water discharge.
It is likely that, during a flood event, the alluvium would rapidly saturate, resulting in
groundwater discharging into the creek for weeks or months until the water table
recedes to its preceding level. This reach is recognised as a losing system and
subsurface geological constraints are identified as the likely limiting factor for the
volume of water lost from the system.
Marillana Creek – Reach 2
Reach characteristics Typical cross section Riparian vegetation corridor Summary
Reach length (m) 2,660
Low flow channel – base
width (m) 16
Riparian width (m) 150
Bed slope (m/m) 0.00209
Manning’s roughness 0.065
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-7
Evaporation (mm/year) 3500
ET (mm/year) 1050 0 50 100 150 200 250 300 350
Lo
w flo
w c
ha
nn
el
flo
od
pla
in
floodplain
~ 518 mRL
~ 513 mRL~ 12 m
The channel within Reach 2 is more incised and braided than Reach 1 with greater
degree of meandering. While the width of the floodplain and riparian zone is slightly
wider than in Reach 1, vegetation appears to be less dense except at locations where
the CID aquifer is intersected (as highlighted in the aerial imagery). The inner section of
the reach where the CID is absent, vegetation vigour declines. Vegetation is mainly
comprised of woodlands of Eucalyptus camaldulensis (River Red Gum), E. victrix
(Coolibah) and Melaleuca argentea (Cadjeput).
The groundwater table has risen by approximately 5 m along this reach (the 2008
groundwater table is approximately 2 m below the creek bed), with photographic
evidence of surface water expression as a result of prolonged surplus water discharge.
It is likely that, during a flood event, the alluvium would rapidly saturate, resulting in
groundwater discharging into the creek for weeks or months until the water table
recedes to its preceding level. This reach is recognised as a losing system and
subsurface geological constraints are identified as the likely limiting factor for the
volume of water lost from the system.
Marillana Creek – Reach 3
Reach characteristics Typical cross section (for the lower section of Reach 3) Riparian vegetation corridor
Reach length (m) 3,129
Low flow channel – base
width (m) 17
Riparian width (m) 200
Bed slope (m/m) 0.00247
Manning’s roughness 0.045
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-7
Evaporation (mm/year) 3500
ET (mm/year) 700
0 50 100 150 200 250 300 350 400 450 500
Lo
w fl
ow
ch
an
ne
l
floo
dp
lain
floodplain
~ 500 mRL
~ 506 mRL
~ 16 m
Reach 3 is characterised by a meandering creek with less defined banks, but wider and
flatter floodplain. Water will be distributed across a wider area during floods in this
reach than Reach 1 or 2, hence reduces the average flood water levels and velocities
and allows deposition of sediments along this reach. Common riparian vegetation
found in this reach includes Eucalyptus camaldulensis (River Red Gum), E. victrix
(Coolibah) and Melaleuca argentea (Cadjeput) but vegetation vigour and density
evidently decline in this reach than Reach 1 or 2.There was a 10 m difference in
groundwater table between the upper and lower section of Reach 3, as observed in
2008. This was likely attributed to the effects of drawdown resulted from groundwater
abstraction at the adjacent JC mine.
There is evidence of surface water expression and pools along the upper section of
Reach 3 while absent in the lower section, indicating the progression of the wetting front
of discharged water from the BHPBIO operation. Reach 3 is recognised as a losing
system and subsurface geological constraints are identified as the likely limiting factor
for the volume of water lost from the system.
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Yandicoogina baseline hydrology Page 25 of 60
Marillana Creek – Reach 4
Reach characteristics Typical cross section (for the section of Reach 3 where the CID
intersects the creek bed) Riparian vegetation corridor Summary
Reach length (m) 5,172
Low flow channel – base width
(m) 20
Riparian width (m) 120
Bed slope (m/m) 0.00214
Manning’s roughness 0.05
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-7
Evaporation (mm/year) 3500
ET (mm/year) 600
496
498
500
502
504
506
508
510
0 100 200 300 400 500 600 700 800 900
Lo
w flo
w c
ha
nn
el floodplain
~ 485 mRL
~ 490 mRL
< 5m
Se
co
nd
ary
ch
an
ne
l
Reach 4 characterises a section of Marillana Creek that drains adjacent to the JC
mine. It is defined by a braided creek system with incised banks and recognisable
secondary flow channels. Creek alluvium is notably thinner in this reach.
Surplus water from the mine operations (JC and JSE) are released at several locations
along this reach producing surface flows and pools. Increased riparian vegetation
density and vigour were observed in areas adjacent to the discharge outlets and along
the fringe of surface water pools. Common vegetation includes Eucalyptus
camaldulensis (River Red Gum) and E. victrix (Coolibah).
Reach 4 is located within the cone of depression and influenced by groundwater
abstraction at the JC mine. The groundwater table at this reach is likely to fluctuate
locally depending on the abstraction rate and regime. The 2008 water table was at 485
mRL, approximately 15 m below the pre-mining water level. Reach 4 is recognised as
a losing system and subsurface geological constraints are identified as the likely
limiting factor for the volume of water lost from the system.
Marillana Creek – Reach 5
Reach characteristics Typical cross section Riparian vegetation corridor Summary
Reach length (m) 3,664
Low flow channel – base
width (m) 32
Riparian width (m) 280
Bed slope (m/m) 0.00257
Manning’s roughness 0.055
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-7
Evaporation (mm/year) 3500
ET (mm/year) 600
0 100 200 300 400 500
Lo
w flo
w c
ha
nn
el
floodplain floodplain
~ 489 mRL
~ 479 mRL
~ 18 m
Reach 5 is differentiated from Reach 4 by a significantly wider floodplain. During
floods water is likely to spread across the floodplain, hence reduces the flood levels
and velocities and allows deposition of sediments along this reach. However the inner
section of the reach (highlighted) is flanked north and south by outcropping Weeli Wolli
Formation, which constricts flow such that water is likely to back up during large flood
events.
Vegetation density increases slightly in this reach than Reach 4; common vegetation
includes Eucalyptus victrix (Coolibah) and Acacia citrinoviridis (Black Mulga).
The groundwater table has risen by approximately 10 m along this reach, with
photographic evidence of surface water expression as a result of prolonged surplus
water discharge. Increased vegetation density was observed along the fringe of
surface water pools. Reach 5 is recognised as a losing system and subsurface
geological constraints are identified as the likely limiting factor for the volume of water
lost from the system.
Marillana Creek – Reach 6
Reach characteristics Typical cross section Riparian vegetation corridor Summary
Reach length (m) 3,106
Low flow channel – base width
(m) 28
Riparian width (m) 460
Bed slope (m/m) 0.00236
Manning’s roughness 0.05
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-7
Evaporation (mm/year) 3500
ET (mm/year) 1050
0 200 400 600 800 1000
~ 471 mRL
~ 485 mRL
~ 30 m
Lo
w flo
w c
ha
nn
el
Se
co
nd
ary
ch
an
ne
l
floodplain
Reach 6 illustrates the mouth of Marillana Creek. This reach is characterised by a
braided creek system within a wide floodplain that extends several hundred metres
across, with multiple, secondary active and inactive flow channels. During floods,
water is likely to distribute across the floodplain, hence reduces the flood water levels
and velocities within the reach.
Vegetation is dense within this reach and dominated by woodlands of Eucalyptus
camaldulensis (River Red Gum) and E. victrix (Coolibah). The dense vegetation assists
to increase the evapotranspiration rates and recharge by increasing plant roots uptake.
These conditions are likely to enable more discharged water to be accommodated in
the system than the channel geometry alone allows.
The groundwater table has risen by approximately 15 m along this reach. There is
evidence of surface water expression and pools along the upper section of Reach 6
while absent in the lower section, indicating the progression of the wetting front of
discharged water from the JC and JSE mine operations. Reach 6 is recognised as
originally indirectly connected now functioning as a losing system and the channel
wetted perimeter is identified as the likely limiting factor for the volume of water lost
from the system.
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Yandicoogina baseline hydrology Page 26 of 60
Table 4: Reach characteristics used to model different discharge volumes at Weeli Wolli Creek.
Weeli Wolli Creek – Reach 1
Reach characteristics Typical cross section Riparian vegetation corridor Summary
Reach length (m) 4,500
Low flow channel – base
width (m) 22
Riparian width (m) 200
Bed slope (m/m) 0.00660
Manning’s roughness 0.045
Infiltration rate (mm/h) 10
Recharge rate (m/s)
(Weeli Wolli Spring Baseflow) -5 x 10
-8
Evaporation (mm/year) 3500
ET (mm/year) 700
? ?
Lo
w flo
w c
ha
nn
elfloodplain floodplain
~ 30 m
Weeli Wolli Creek Reach 1 starts from the existing Hope Downs 1 discharge outlet, 10
km down gradient from the mine operation. Water flows down a relatively stable creek
with minor meandering planform and active floodplain of approximately 200 m wide.
Weeli Wolli Spring is located 500 m down gradient from the discharge outlet. The
groundwater table has intersected the sloping creek bed at the spring and groundwater
discharge is providing a base flow component to the pools located along the reach.
Reach 1 is recognised as a groundwater gaining system with Weeli Wolli Spring
discharging at a rate of approximately 4.2 ML/day.
Riparian vegetation is well established within the reach; increased vegetation density
was observed along the fringe of the permanent/semi-permanent pools. Insufficient
information was available to define the vegetation types within Weeli Wolli Creek Reach
1, but plant species are likely to associate with groundwater, such as Eucalyptus
camaldulensis (River Red Gum) and Melaleuca argentea (Cadjeput).
Weeli Wolli Creek – Reach 2
Reach characteristics Typical cross section Riparian vegetation corridor Summary
Reach length (m) 8,270
Low flow channel – base width
(m) 22
Riparian width (m) 150
Bed slope (m/m) 0.00233
Manning’s roughness 0.045
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-7
Evaporation (mm/year) 3500
ET (mm/year) 600
Lo
w flo
w c
ha
nn
el
floodplain floodplain
~ 30 m
? ?
Reach 2 is characterised by a meandering creek with more incised banks and an active
floodplain that varies in width. There are sections along the reach (sections that are
defined by narrow floodplain), that may experience high flow velocity during floods.
Potential scouring and increased sediment loads may be experienced within these
sections. Deposition of these sediments will occur whenever flow velocities reduce.
While Reach 1 is dominated by woodlands of large tree species these trees are
generally absent in Reach 2. This vegetation pattern change may attribute to change in
water availability within the reach. Plant species in Reach 2, which may include
Eucalyptus victrix (Coolibah) and Acacia citrinoviridis (Black Mulga), are likely to source
their water requirements from the soil layer rather than groundwater.Groundwater
elevations are unknown along the reach but are expected to have risen since surplus
water discharge began in 2006 from the Hope Downs 1 operation. Reach 2 is
recognised as a indirectly connected losing system although subsurface geological
constraints are identified as the likely limiting factor for the volume of water lost from the
system.
Weeli Wolli Creek – Reach 3
Reach characteristics Typical cross section Riparian vegetation corridor Summary
Reach length (m) 2,350
Low flow channel – base
width (m) 27
Riparian width (m) 77
Bed slope (m/m) 0.00231
Manning’s roughness 0.045
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-7
Evaporation (mm/year) 3500
ET (mm/year) 600
Lo
w flo
w c
ha
nn
el
floodplain
~495 mRL
~475 mRL
~ 10 m
Weeli Wolli Creek Reach 3 is a relatively short reach, characterised by a stable and
straight channel with well defined banks. This reach is likely to experience high flow
velocity during floods. Potential scouring and increased sediment loads may be
expected within the reach. The riparian vegetation corridor is narrow in this reach but
larger trees were observed to line the creek banks. Common plant species include
Eucalyptus victrix (Coolibah) and Acacia citrinoviridis (Black Mulga).
The JSE reinjection borefield is located east of the creek system. Reinjection and
discharge of surplus water from the JSE mine, as well as discharge from the Hope
Downs 1 operation, have resulted in the rise of the groundwater table by approximately
20 m. It is likely that, during a flood event, the alluvium would rapidly saturate, resulting
in groundwater discharging into the creek for weeks or months until the water table
recedes to its preceding level. Reach 3 is recognised as originally indirectly connected
now functioning as a losing system and subsurface geological constraints are identified
as the likely limiting factor for the volume of water lost from the system.
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Yandicoogina baseline hydrology Page 27 of 60
Weeli Wolli Creek – Reach 4
Reach characteristics Typical cross section Riparian vegetation corridor Summary
Reach length (m) 4,620
Low flow channel – base width
(m) 26
Riparian width (m) 80
Bed slope (m/m) 0.00274
Manning’s roughness 0.05
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-7
Evaporation (mm/year) 3500
ET (mm/year) 600
Lo
w flo
w c
ha
nn
el floodplain
~485 mRL
~465 mRL~ 26 m
floodplain
Reach 4 is defined by a meandering creek within a relatively narrow floodplain, but widens
towards the confluence with Marillana Creek.
The riparian vegetation corridor widens slightly in this reach than Reach 3 with larger trees,
such as Eucalyptus victrix (Coolibah) and Acacia citrinoviridis (Black Mulga) lined the banks
of the creek channel.
The groundwater table has risen by approximately 20 m along this reach, with photographic
evidence of surface water expression as a result of reinjection and surplus water discharge
from both the JSE and Hope Downs 1 mining operations. As a result it is likely that, during
a flood event, the alluvium would rapidly saturate, resulting in groundwater discharging into
the creek for weeks or months until the water table recedes to the pre-flood level. This
reach is recognised as originally indirectly connected now functioning as a losing system
and subsurface geological constraints are identified as the likely limiting factor for the
volume of water lost from the system.
Weeli Wolli Creek – Reach 5
Reach characteristics Typical cross section Riparian vegetation corridor Summary
Reach length (m) 8,069
Low flow channel – base
width (m) 40
Riparian width (m) 500
Bed slope (m/m) 0.00229
Manning’s roughness 0.055
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-7
Evaporation (mm/year) 3500
ET (mm/year) 700
Lo
w flo
w c
ha
nn
el
floodplainfloodplainS
eco
nd
ary
ch
an
ne
l
~470 mRL
~455 mRL
~ 32 m
Weeli Wolli Creek Reach 5 is located immediately downstream from the Marillana Creek
intersection. The reach is characterised by a braided, meandering creek system dominated
by multiple active and inactive flow channels that are capable of changing course during a
large flood event. The floodplain stretches from 300 m at the mouth to over 800 m across
in the central section of the reach. The floodplain narrows again towards the end of Reach
5, where the channel is constrained between outcropping Weeli Wolli and Brockman Iron
Formation. This will constrict flow and cause water to back up during large flood events.
Vegetation is dense in Reach 5, dominated by woodlands of Eucalyptus victrix (Coolibah).
Groundwater level varies from 3 m at the mouth to approximately 23 m (the pre-mining
water level) at the end of the reach. Insufficient information was available to define the soil
and alluvial conditions in Reach 5 to enable characterisation of the mechanisms that
sustain the extensive vegetation growth, in particular in the central section of the reach,
where the groundwater table drops to > 15 m below ground level. The alluvials in Reach 5
may contain more clay and the presence of this clay layer may cause perching of the
watertable thus provide a water source for vegetation growth. Reach 5 is recognised as
originally indirectly connected now functioning as a losing system and subsurface
geological constraints are identified as the likely limiting factor for the volume of water lost
from the system.
Weeli Wolli Creek – Reach 6
Reach characteristics Typical cross section Riparian vegetation corridor Summary
Reach length (m) 10,728
Low flow channel – base width
(m) 37
Riparian width (m) 280
Bed slope (m/m) 0.00188
Manning’s roughness 0.045
Infiltration rate (mm/h) 10
Recharge rate (m/s) 2 x 10-6
Evaporation (mm/year) 3500
ET (mm/year) 530
Lo
w flo
w c
ha
nn
el
floodplain
? ?
~ 30 - 40 m
Reach 6 is located within a wide, flat alluvial fan system that stretches 20 to 30 km across,
characterised by a meandering creek system that is capable of changing its course during
large flood events. Reach 6 terminates at Puggs Bore, approximately 11 km up gradient of
the BHP railway line.
Groundwater elevations are currently unknown but are likely to be deep (20 – 30 m below
ground level), hence riparian vegetation maintained within this reach is unlikely to be
groundwater reliant but sustained by water available within the unsaturated zone of the soil
layer, recharged by surface flows and rainfall infiltration. Reach 6 was observed to support
smaller plant species, including some Mulga species over open shrubland and grassland.
Reach 6 is recognised as an indirectly connected losing system and the channel wetted
perimeter is identified as the likely limiting factor for the volume of water lost from the
system.
Not to scale
Not to scale
Not to scale
Yandicoogina baseline hydrology Page 28 of 60
10. Modelling scenarios
10.1 Existing discharge regime
The volume and rate of surplus water discharge on site is variable, depending on the mining
schedule, season, occurrences of storm and cyclonic events and rate at which site can use the
surplus water. Figure 23 illustrates the variability in surplus water discharge within the study
area from 1998 t0 2009. The total discharge, from all three mine operations (BHPBIO Yandi,
RTIO Yandicoogina and RTIO Hope Downs 1 operation), varies between 15,000 kL/day (May
2005) and 160,000 kL/day (February 2009). A steady increase in total discharge was
observed from 1998 to 2000, predominantly resulted from water released from the BHPBIO
operation, then a slow decline before a steep rise from 2006 attributed to the development and
release of surplus water from the Hope Downs 1 and JSE operations. Based on the existing
discharge regime of the sites, three scenarios were generated and modelled to assess the
existing situation and movement of water along Marillana and Weeli Wolli Creeks.
0
20000
40000
60000
80000
100000
120000
140000
160000
180000
199
8
199
9
20
00
20
01
20
02
20
03
20
04
20
05
20
06
20
07
20
08
kL/d
DO3 (kL/d) DO4 (kL/d) DO5 (kL/d) HD (kL/d) BHP (kL/d)DO1 (kL/d) DO2 (kL/d) DO6 (kL/d) DO8 (kL/d) Total (kL/d)
Figure 23: Variability in surplus water discharge within the study area from 1998 to 2009
10.1.1 Scenario 1: Comparison of observed and predicted wetting fronts
The wetting front associated with the discharge observed as a series of disconnected pools
along Weeli Wolli Creek was monitored from March 2007 to February 2009. The distance
extended downstream from the Hope Downs 1 discharge outlet was measured in October 2007
(22 km), December 2007 (23.5 km) and August 2008 (24 km). Under this scenario, the
discharge regimes associated with the measured extents were investigated to assess the
accuracy of the discharge footprint methodology:
a) 126 ML/day in October 2007
b) 125 ML/day in December 2007
c) 138 ML/day in August 2008
Yandicoogina baseline hydrology Page 29 of 60
10.1.2 Scenario 2: Average discharge between 2007 and 2009
Figure 23 revealed that surplus water discharge within the study area peaked during the
period 2007 and 2009. The average discharge rate, 116 ML/day or 42 GL/year, between 2007
and 2009 was investigated in this scenario to assess the average maximum discharge footprint
that could be expected along the creek systems between 1998 and 2009.
10.1.3 Scenario 3: Peak discharge between 1998 and 2009
In this scenario we investigate the response of the creek systems through continual discharge
of 163 ML/day or 60 GL/year, the total peak rate recorded from the mine operations during
the period 1998 and 2009. Discharge footprint was determined based on the assumption that
steady state conditions were established.
10.2 Proposed discharge scenarios
With future expansion and development of the JSW and Oxbow deposits, the total
groundwater abstraction rate for the RTIO Yandicoogina operation may increase from 35
GL/year (currently licensed) to maximum 55 GL/year. This may increase the rate of surplus
water generated and discharged into Marillana and Weeli Wolli Creeks. Hence discharge
scenarios are used to investigate the potential changes to the creek systems resulting from
different discharge rates and varying input locations.
10.2.1 Scenario 4: Discharge rate options – 60 GL/year
Similar to Scenario 3, continual discharge of 60 GL/year is released into the creek systems.
However in order to accommodate additional surplus water that may be generated from JSW
and Oxbow, four options are modelled to investigate the response of the creek systems by
increasing the current total peak discharge by 5, 10, 15 and 20 GL/year. Hence the modelled
options in this scenario include:
a) 60 GL/year – current total peak discharge
b) 65 GL/year – current total peak discharge plus additional 5 GL/year from JSW and
Oxbow
c) 70 GL/year – current total peak discharge plus additional 10 GL/year from JSW and
Oxbow
d) 75 GL/year – current total peak discharge plus additional 15 GL/year from JSW and
Oxbow
e) 80 GL/year – current total peak discharge plus additional 20 GL/year from JSW and
Oxbow
10.2.2 Scenario 5: Discharge rate options – 90 GL/year
In this scenario we assume the worst case where all feasible options for surplus water disposal
have been exhausted and continual discharge to surface drainages becomes the remaining
option for surplus water management. Under this scenario, all abstracted groundwater, 90
GL/year (15 GL/year from BHPBIO Yandi operation, 35 GL/year from RTIO Yandicoogina
operation and 40 GL/year from Hope Downs 1 operation), plus additional 5, 10, 15 and 20
GL/year of surplus water that may be generated from JSW and Oxbow are discharged into the
creek systems.
10.2.3 Scenario 6: Relocation of Marillana Creek discharge outlets
In this scenario we investigate the option of relocating the discharge outlets along Marillana
Creek down gradient form the mine operations, with the exception of the BHPBIO outlet and
DO3 which will remain in their original locations. DO3 will be used for environmental water
provisions to sustain creek ecosystem that may be impacted by dewatering. As shown in Table
Yandicoogina baseline hydrology Page 30 of 60
5, discharge rate options varying from 55 GL/year, the current average discharge rate from the
mine operations, to 110 GL/year8 were investigated. Surplus water from BHPBIO Yandi outlet
and RTIO Yandi DO39 are released at Reach 1 and 4, respectively, and the remaining RTIO
Yandi water is released at Reach 6 along Marillana Creek. Discharge locations along Weeli
Wolli Creek remain unchanged.
Table 5: Modelled discharge options for Scenario 6
Scenario Discharge rate (GL/year)
BHPBIO Yandi Current RTIO
Yandi
JSW + Oxbow Hope Downs 1 Total
7a - current 5 25 25 55
7b 5 30 5 30 70
7c 10 30 10 30 80
7d 15* 35* 5 35 90
7e 15* 35* 5 40* 95
7f 15* 35* 10 40* 100
7g – peak 15* 35* 15 40* 105
7h 15* 35* 20 40* 110
*Note: current licensed maximum abstraction rate
11. Modelling results
11.1 Existing discharge footprints
The estimated wetting front footprints along Marillana and Weeli Wolli Creeks under existing
discharge condition are summarised in Table 5 and are depicted in Figure 24. The water
balance results are provided in Appendix A. A comparison between the observed and
estimated footprints along Weeli Wolli Creek showed that the differences range from -2.7 % to
2.0 %. This suggested the discharge footprint methodology was able to predict the footprint
distance (steady state) with accuracy better than ±3 %.
8 Results from the current hydrogeological modelling suggests a mean groundwater abstraction rate of 10
GL/year and up to 15 GL/year maybe dewater from JSW and Oxbow. Thus the expected peak is 105 GL/year.
9 DO3 was modelled at a constant discharge rate of 2.5 GL/year, the average rate between 2000 and 2009.
Yandicoogina baseline hydrology Page 31 of 60
Table 6: Estimated discharge footprints for Marillana and Weeli Wolli Creeks under existing discharge
conditions.
Scenarios
Marillana Creek from BHP
discharge outlet
Weeli Wolli Creek from Hope
Downs 1 discharge outlet Footprint
distance past the
confluence of
Marillana and
Weeli Wolli
Creeks (km)
Steady
state
distance
(km)
Surface
water
expression
(km)
Maximum
discharge
footprint
(km)
Steady
state
distance
(km)
Surface
water
expression
(km)
Maximum
discharge
footprint
(km)
1a: 126 ML/d
in Oct 2007
1b: 125 ML/d
in Dec 2007
1c: 138 ML/d
in Aug 2008
16.3
16.0
11.2*
16.4
16.0
11.8*
16.4
16.0
11.8*
22.4
23.2
23.3
22.2
22.8
23.0
22.4
23.2
23.3
2.7
3.4
3.6
2: 116 ML/d or
42 GL/y 16.3 16.4 16.4 22.3 22.1 22.3 2.5
3: 163 ML/d or
60 GL/y 17.4* 16.7* 17.4* 25.2 24.5 25.2 5.5
Bold: Marillana Creek footprints that did not extend beyond confluence
* Note: no flow contribution from BHPBIO, footprint distances were measured from Junction Central
Table 7: Comparison between the observed and predicted wetting front distances along Weeli Wolli Creek
downstream from the Hope Downs 1 discharge outlet.
Date Discharge
(ML/day)
Estimated
footprint
(km)
Observed
distance
(km)
Error
21/10/2007 126 22.4 22.0 2.0%
16/12/2007 125 23.2 23.5 -1.5%
06/08/2008 138 23.3 24.0 -2.7%
Model results from Table 5 suggest there were periods where discharged water would not have
historically extended the Marillana Creek catchment outlet at the confluence with Weeli Wolli
Creek; hence anecdotally no flow contribution to Weeli Wolli Creek was observed. Thus the
progression of the wetting front along Weeli Wolli Creek was likely to be attributed to water
released from the Hope Downs 1 operation and the volume discharged from DO6, which
ranged from 1 GL/year to 4 GL/year between 1998 and 2009.
Yandicoogina baseline hydrology Page 32 of 60
Figure 24: The estimated discharge footprints for Marillana and Weeli Wolli Creeks under existing discharge
conditions.
Yandicoogina baseline hydrology Page 33 of 60
11.2 Proposed discharge footprints
11.2.1 Scenarios 4 and 5
The footprint distances, measured downstream from the discharge locations and downstream
from the confluence of Marillana and Weeli Wolli Creeks, for the modelled discharge scenarios
4 and 5 are presented in Figure 26 and are summarised in Table 7. The water balance results
are provided in Appendix B. Under all scenarios (except Scenarios 4a, 4b and 4c) the discharge
footprint was less than the surface water expression footprint, suggesting under these
discharged water would flow along the surface of the creek bed, with occasional pools forming
in topographical depressions within the creek bed.
Table 8: Estimated discharge footprints for Marillana and Weeli Wolli Creeks for different discharge
scenarios4 and 5
Scenarios
Marillana Creek – existing
discharge locations
Weeli Wolli Creek from Hope
Downs 1 discharge outlet
Fo
otp
rin
t d
ista
nce p
ast
the c
on
flu
en
ce o
f
Mari
llan
a a
nd
Weeli W
olli C
reeks (
km
)
Ste
ady s
tate
dis
tance (
km
)
Surf
ace w
ate
r expre
ssio
n (
km
)
Maxim
um
dis
charg
e footp
rint (k
m)
Ste
ady s
tate
dis
tance (
km
)
Surf
ace w
ate
r expre
ssio
n (
km
)
Maxim
um
dis
charg
e footp
rint (k
m)
4a: 60 GL/y
4b: 65 GL/y
4c: 70 GL/y
4d: 75 GL/y
4e: 80 GL/y
17.4*
18.7*
20.0*
20.3*
20.5*
16.7*
17.7*
18.8*
21.4*
22.6*
17.4*
18.7*
20.0*
21.4*
22.6*
25.2
26.5
27.8
28.1
28.3
24.5
25.5
26.6
29.2
30.4
25.2
26.5
27.8
29.2
30.4
5.5
6.8
8.1
9.4
10.7
5a: 90 GL/y
5b: 95 GL/y
5c: 100 GL/y
5d: 105 GL/y
5e: 110 GL/y
28.0
28.2
28.5
28.8
29.0
31.0
32.1
33.1
34.3
35.4
31.0
32.1
33.1
34.3
35.4
28.6
28.9
29.2
29.4
29.7
31.6
32.8
33.8
35.0
36.1
31.6
32.8
33.8
35.0
36.1
11.9
13.0
14.1
15.2
16.3
* Note: no flow contribution from BHPBIO, footprint distances were measured from Junction Central
Yandicoogina baseline hydrology Page 34 of 60
Figure 25: Estimated discharge footprints for Marillana and Weeli Wolli Creeks for different discharge rates.
Yandicoogina baseline hydrology Page 35 of 60
11.2.2 Scenario 6
Results for Scenario 6 are presented in Figure 26 and are summarised in Table 9 and Table 10.
The footprint distances are provided with respect to reference locations, for example
downstream from the discharge locations and downstream from the confluence of Marillana
and Weeli Wolli Creeks. The model results suggested that discharged water from BHPBIO
outlet and DO3 would not reach the proposed outlet at Marillana Creek. Hence their volumes
do not contribute to the footprint distances estimated at Weeli Wolli Creek.
Figure 26: Estimated discharge footprints for Marillana and Weeli Wolli Creeks for Scenario 6.
Yandicoogina baseline hydrology Page 36 of 60
Table 9: Estimated footprint distances from BHPBIO discharge outlet and DO3. BHPBIO and DO3 water from the modelled options did not reach the new proposed outlet at Marillana Creek and
therefore did not contribute to the footprint distances estimated at Weeli Wolli Creek (as shown in Table 10).
Scenario Total
discharge
volume
Volume from
BHPBIO
Volume from
DO3
Footprint distances from BHPBIO discharge outlet Footprint distances from DO3
(GL/year) (GL/year) (GL/year) Steady state
distance (km)
Surface water
expression (km)
Maximum
footprint (km)
Steady state
distance (km)
Surface water
expression (km)
Maximum
footprint (km)
7a - current 55 5 2.5 4.3 4.3 4.3 2.7 1.3 2.7
7b 70 5 2.5 4.3 4.3 4.3 2.7 1.3 2.7
7c 80 10 2.5 7.9 7.5 7.9 2.7 1.3 2.7
7d to 7h 90 to 110 15 2.5 14.0 13.4 14.0 5.2 4.6 5.2
Table 10: Estimated footprint distances from Marillana Creek proposed discharge outlet and Hope Downs 1 outlet. The modelled volumes exclude BHPBIO and DO3 water.
Scenario Total
discharge
volume
Volume from
RTIO Yandi
(excluding
DO3)
Volume
from Hope
Downs 1
Footprint distances from Marillana Creek
proposed discharge outlet
Footprint distances from Hope Downs 1
discharge outlet
Footprint distance
past the confluence of
Marillana and Weeli
Wolli Creeks
(GL/year) (GL/year) (GL/year) Steady state
distance (km)
Surface water
expression (km)
Maximum
footprint
(km)
Steady state
distance (km)
Surface water
expression (km)
Maximum
footprint (km)
(km)
7a - current 55 22.5 25 9.8 8.9 9.8 26.5 25.5 26.5 6.7
7b 70 32.5 30 11.7 13.7 13.7 28.3 30.4 30.4 10.6
7c 80 37.5 30 12.0 14.9 14.9 28.6 31.6 31.6 11.8
7d 90 37.5 35 12.2 16.1 16.1 28.9 32.7 32.7 12.9
7e 95 37.5 40 12.5 17.2 17.2 29.1 33.9 33.9 14.1
7f 100 42.5 40 12.8 18.3 18.3 29.4 35.0 35.0 15.2
7g – peak 105 47.5 40 13.0 19.4 19.4 29.7 36.0 36.0 16.3
7h 110 52.5 40 13.3 20.4 20.4 29.9 37.0 37.0 17.3
Yandicoogina baseline hydrology Page 37 of 60
Modelling indicated that the footprint distance would extend from approximately 6.7 km to
17.3 km down gradient from the Weeli Wolli – Marillana Creek confluence for modelled
volumes 55 GL/year to 110 GL/year. Under all scenarios (except Scenario 7a) the steady state
footprint was less than the surface water expression footprint, suggesting there is limited
recharge potential beneath the creek, such that discharged water is expected to flow along the
surface of the creek, with occasional pools forming in topographic depressions within the creek
bed.
Figure 27 and Figure 28 illustrate the relationships between discharge volume and maximum
footprint measured from the proposed Marillana Creek discharge outlet, Hope Downs 1
discharge outlet and from the Weeli Wolli – Marillana Creek confluence. It is likely that the
footprint distance would increase linearly with discharge.
0
5
10
15
20
25
30
35
40
45
40 50 60 70 80 90 100 110
Discharge volume (GL/year)
Max f
oo
tpri
nt
(km
)
Footprints from proposed Marillana Creek outletFootprints from proposed Marillana Creek outlet (+/- 10%)Footprints from HD1 outletFootprints from HD1 outlet (+/- 10%)
Figure 27: A plot of discharge volume versus maximum footprint measured from the proposed Marillana
Creek discharge outlet and Hope Downs 1 discharge outlet (with +/- 10 % error margin). The plot shows a
linear increase in footprint distance with discharge. Please note that volumes discharged from the BHPBIO
outlet and DO3 were not incorporated into the plot as modelling suggested the discharged water would not
reach the proposed outlet at Marillana Creek.
Yandicoogina baseline hydrology Page 38 of 60
0
2
4
6
8
10
12
14
16
18
20
22
40 50 60 70 80 90 100 110
Discharge volume (GL/year)
Max f
oo
tpri
nt
(km
)
Discharge footprints Discharge footprints (+/- 10%)
Figure 28: A plot of discharge volume versus maximum footprint measured from the Weeli Wolli – Marillana
Creek confluence (with +/- 10 % error margin). The plot shows a linear increase in footprint distance with
discharge. Please note that volumes discharged from the BHPBIO outlet and DO3 were not incorporated into
the plot as modelling suggested the discharged water would not reach the proposed outlet at Marillana Creek.
Yandicoogina baseline hydrology Page 39 of 60
It is important to note that Weeli Wolli Creek, in particular the section that drains the alluvial
fan system, is naturally capable of changing course during large flood events. This may occur
during the mine life of the Yandicoogina operation; modifying the existing drainage flow path
of the discharged water and altering the course of the discharge footprints (Figure 29).
Figure 29: Existing and previous drainage flow paths of Weeli Wolli Creek within the alluvial plain; the creek
system is capable of changing course during large flood events.
Yandicoogina baseline hydrology Page 40 of 60
Conclusion
Based on the existing discharge regime of the mine sites (BHPBIO Yandi, RTIO Yandicoogina
and RTIO Hope Downs 1), three discharge scenarios (Scenarios 1, 2 and 3) were generated and
modelled to assess the existing situation and movement of discharged water along Marillana
and Weeli Wolli Creeks (model results are shown in the table below). A comparison between
the observed and estimated footprints along Weeli Wolli Creek (Scenario 1) showed that the
discharge footprint methodology was able to predict the footprint distance with accuracy
better than ±3 %. Through the water balance modelling it was determined that between 1998
and 2009 the average maximum discharge footprint along Weeli Wolli Creek, for modelled
volume 42 GL/year (Scenario 2), would extend approximately 2.5 km downstream from the
confluence with Marillana Creek. On the other hand, continual discharge of the current total
peak rate 60 GL/year (Scenario 3) into the creek systems would result in the discharge
footprint extending approximately 5.5 km down gradient from the Weeli Wolli – Marillana
Creek confluence.
Based on the model results of Scenarios 1, 2 and 3, it was determined that historically
discharged water would unlikely have extended past the Marillana Creek catchment outlet at
the confluence with Weeli Wolli Creek; hence anecdotally no flow contribution to Weeli Wolli
would have been observed. Thus progression of wetting front as observed along Weeli Wolli
Creek would primarily attribute to discharged water from Hope Downs 1 operation.
Future expansion of the RTIO Yandicoogina operation may increase the total groundwater
abstraction for the mine, with the potential to increase the volume of surplus water generated
and discharged into Marillana and Weeli Wolli Creeks. Three discharge scenarios (Scenarios
4, 5 and 6) were modelled to determine the potential changes to the creek systems resulting
from different discharge rates and varying input locations. Modelling indicated (results shown
in the table below) the footprint distance would extend from approximately 5.5 km to 16.3 km
down gradient from the Weeli Wolli – Marillana Creek confluence for modelled volumes
60 GL/year to 110 GL/year, the maximum volume modelled. Under all scenarios, with the
exception of Scenarios 4a, 4b and 4c, the steady state footprint was less than the surface water
expression footprint, suggesting there is limited recharge potential beneath the creek, such
that water discharged into the creek systems is expected to be seen to flow across the surface of
the creek bed, with occasional pools forming in topographical depressions within the creek
bed.
Upon relocating the discharge location in Marillana Creek down gradient from the mine
operations, modelling indicated discharged water from BHPBIO outlet and DO3 would not
reach the proposed outlet at Marillana Creek. Hence progression of wetting front as estimated
at Weeli Wolli Creek would be attributed to discharged water from RTIO Yandicoogina
operation at the new outlet location and from Hope Downs 1 operation. Modelling indicated
that the footprint distance would extend from approximately 6.7 km to 17.3 km down gradient
from the Weeli Wolli – Marillana Creek confluence for modelled volumes 55 GL/year to 110
GL/year. It is likely that the footprint distance would increase linearly with discharge.
Weeli Wolli Creek, in particular the section that drain the alluvial fan system, is naturally
capable of changing course during large flood events. This type of event would modify the
Yandicoogina baseline hydrology Page 41 of 60
existing drainage flow path of the discharged water and alter the course of the discharge
footprints.
Scenarios
Discharge footprint distance (km)
Footprint distance
past the confluence
of Marillana and
Weeli Wolli Creeks
(km) Marillana Creek –
existing discharge
locations
Weeli Wolli Creek – Hope
Downs 1 discharge outlet
1a: 126 ML/d in Oct
2007
1b: 125 ML/d in Dec
2007
1c: 138 ML/d in Aug
2008
16.4
16.0
11.8*
22.4
23.2
23.3
2.7
3.4
3.6
2: 42 GL/y average
discharge 2007-2009 16.4 22.3 2.5
3: 60 GL/y Peak
discharge 1998 - 2009 17.4* 25.2 5.5
4a: 60 GL/y
4b: 65 GL/y
4c: 70 GL/y
4d: 75 GL/y
4e: 80 GL/y
17.4*
18.7*
20.0*
21.4*
22.6*
25.2
26.5
27.8
29.2
30.4
5.5
6.8
8.1
9.4
10.7
5a: 90 GL/y
5b: 95 GL/y
5c: 100 GL/y
5d: 105 GL/y
5e: 110 GL/y
31.0
32.1
33.1
34.3
35.4
31.6
32.8
33.8
35.0
36.1
11.9
13.0
14.1
15.2
16.3
Scenario 6
Discharge footprint distance (km) Footprint distance
past the confluence
of Marillana and
Weeli Wolli Creeks
(km) Marillana Creek –
proposed discharge
location
Weeli Wolli Creek – Hope
Downs 1 discharge outlet
a: 55 GL/y
b: 70 GL/y
c: 80 GL/y
d: 90 GL/y
b: 95 GL/y
c: 100 GL/y
d: 105 GL/y
e: 110 GL/y
9.8
13.7
14.9
16.1
17.2
18.3
19.4
20.4
26.5
30.4
31.6
32.7
33.9
35.0
36.0
37.0
6.7
10.6
11.8
12.9
14.1
15.2
16.3
17.3
Bold: Marillana Creek footprints that did not extend beyond confluence
* Note: no flow contribution from BHPBIO, footprint distances were measured from Junction Central
Yandicoogina baseline hydrology Page 42 of 60
Appendix A – Base case output
Yandicoogina baseline hydrology Page 43 of 60
REACH 1 Yandi discharge - Marillana Reach 1 (BHP discharge)
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 140 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 1336 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 18 ET (m/s) ET = 30% evap 3.E-08 5.E-06 6.E-03 1050mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 3.E-05 4.E-02
Time to saturate alluvials (days) 75
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 15.00 0.0411 0.476 0.18 2.925 27.000 0.15 0.150 27.003 6097.65 1.38E-05 34405.95 6,098 saturation 140.00 13,339 saturation 3.00E-06 4.00E-03 7.50E-05 1.00E-01 7.80E-05 1.04E-01 6.23E-03 3.74E-02 3.57E-05 4.76E-02 3.29 1.50 0.04765 TRUE
2 Feb 2009 (59.59 GL/a) 4.10 0.0112 0.130 0.12 1.085 19.000 0.14 0.070 19.001 2366.52 6.35E-06 20462.57 2,367 saturation 140.00 3,736 saturation 2.11E-06 2.82E-03 5.28E-05 7.05E-02 5.49E-05 7.33E-02 6.23E-03 3.74E-02 3.48E-05 4.65E-02 2.31 1.47 0.04646 TRUE
3 ave vol 07-09 (42.4 GL/a) 6.19 0.0170 0.196 0.13 1.485 21.000 0.14 0.090 21.002 3234.08 8.09E-06 24250.31 3,234 saturation 140.00 5,607 saturation 2.33E-06 3.11E-03 5.83E-05 7.80E-02 6.07E-05 8.11E-02 6.23E-03 3.74E-02 3.50E-05 4.68E-02 2.56 1.47 0.04676 TRUE
4 31/10/2007 (46.1 GL/a) 12.65 0.0346 0.401 0.16 2.405 25.000 0.14 0.130 25.003 5552.53 1.18E-05 33911.82 5,553 saturation 140.00 11,317 saturation 2.77E-06 3.71E-03 6.95E-05 9.28E-02 7.22E-05 9.65E-02 6.23E-03 3.74E-02 3.54E-05 4.74E-02 3.04 1.49 0.04735 TRUE
5 31/12/2007 (45.6 GL/a) 7.41 0.0203 0.235 0.14 1.700 22.000 0.14 0.100 22.002 3698.95 8.99E-06 26143.73 3,699 saturation 140.00 6,697 saturation 2.44E-06 3.26E-03 6.11E-05 8.17E-02 6.36E-05 8.49E-02 6.23E-03 3.74E-02 3.51E-05 4.69E-02 2.68 1.48 0.04691 TRUE
6 31/08/2008 (50.5 GL/a) 3.22 0.0088 0.102 0.12 1.085 19.000 0.14 0.070 19.001 1862.58 6.35E-06 16105.17 1,863 saturation 140.00 2,940 saturation 2.11E-06 2.82E-03 5.28E-05 7.05E-02 5.49E-05 7.33E-02 6.23E-03 3.74E-02 3.48E-05 4.65E-02 2.31 1.47 0.04646 TRUE
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 4.10 0.0112 0.130 0.12 1.085 19.000 0.14 0.070 19.001 2366.52 6.35E-06 20462.57 2,367 saturation 140.00 3,736 saturation 2.11E-06 2.82E-03 5.28E-05 7.05E-02 5.49E-05 7.33E-02 6.23E-03 3.74E-02 3.48E-05 4.65E-02 2.31 1.47 0.04646 TRUE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 4.10 0.0112 0.130 0.12 1.085 19.000 0.14 0.070 19.001 2366.52 6.35E-06 20462.57 2,367 saturation 140.00 3,736 saturation 2.11E-06 2.82E-03 5.28E-05 7.05E-02 5.49E-05 7.33E-02 6.23E-03 3.74E-02 3.48E-05 4.65E-02 2.31 1.47 0.04646 TRUE
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 4.10 0.0112 0.130 0.12 1.085 19.000 0.14 0.070 19.001 2366.52 6.35E-06 20462.57 2,367 saturation 140.00 3,736 saturation 2.11E-06 2.82E-03 5.28E-05 7.05E-02 5.49E-05 7.33E-02 6.23E-03 3.74E-02 3.48E-05 4.65E-02 2.31 1.47 0.04646 TRUE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 4.10 0.0112 0.130 0.12 1.085 19.000 0.14 0.070 19.001 2366.52 6.35E-06 20462.57 2,367 saturation 140.00 3,736 saturation 2.11E-06 2.82E-03 5.28E-05 7.05E-02 5.49E-05 7.33E-02 6.23E-03 3.74E-02 3.48E-05 4.65E-02 2.31 1.47 0.04646 TRUE
REACH 2 Yandi discharge - Marillana Reach 2
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 150 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 2660 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 13 ET (m/s) ET = 30% evap 3.E-08 5.E-06 1.E-02 1050mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 3.E-05 8.E-02
Time to saturate alluvials (days) 54
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 13.50 0.0370 0.428 0.15 2.640 28.000 0.13 0.120 28.002 5290.98 1.18E-05 36316.49 5,291 saturation 150.00 11,233 saturation 3.11E-06 8.27E-03 7.78E-05 2.07E-01 8.09E-05 2.15E-01 1.33E-02 7.98E-02 3.81E-05 1.01E-01 6.79 3.20 0.10134407 TRUE
2 Feb 2009 (59.59 GL/a) 2.63 0.0072 0.083 0.09 0.925 21.000 0.13 0.050 21.001 1375.32 5.32E-06 15678.71 1,375 2,712 150.00 2,235 3,572 2.33E-06 3.21E-03 5.83E-05 8.02E-02 6.07E-05 8.34E-02 1.12E-02 6.71E-02 3.73E-05 8.14E-02 2.63 2.57 0.08143184 TRUE
3 ave vol 07-09 (42.4 GL/a) 4.71 0.0129 0.149 0.11 1.365 23.000 0.13 0.070 23.001 2249.20 7.11E-06 21019.21 2,249 3,585 150.00 3,980 saturation 2.55E-06 5.74E-03 6.39E-05 1.44E-01 6.64E-05 1.49E-01 1.33E-02 7.98E-02 3.75E-05 9.88E-02 4.71 3.12 0.09881992 TRUE
4 31/10/2007 (46.1 GL/a) 11.15 0.031 0.354 0.15 2.640 28.000 0.13 0.120 28.002 4372.33 1.18E-05 30010.99 4,372 saturation 150.00 9,283 saturation 3.11E-06 8.27E-03 7.78E-05 2.07E-01 8.09E-05 2.15E-01 1.33E-02 7.98E-02 3.81E-05 1.01E-01 6.79 3.20 0.10134407 TRUE
5 31/12/2007 (45.6 GL/a) 5.93 0.016 0.188 0.11 1.365 23.000 0.13 0.070 23.001 2832.28 7.11E-06 26468.14 2,832 saturation 150.00 5,012 saturation 2.55E-06 6.79E-03 6.39E-05 1.70E-01 6.64E-05 1.77E-01 1.33E-02 7.98E-02 3.75E-05 9.99E-02 5.57 3.15 0.09986808 TRUE
6 31/08/2008 (50.5 GL/a) 1.76 0.005 0.056 0.09 0.925 21.000 0.13 0.050 21.001 919.37 5.32E-06 10480.82 919 2,256 150.00 1,494 2,831 2.33E-06 2.14E-03 5.83E-05 5.36E-02 6.07E-05 5.58E-02 7.46E-03 4.48E-02 3.73E-05 5.44E-02 1.76 1.72 0.05443514 TRUE
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 2.63 0.007 0.083 0.09 0.925 21.000 0.13 0.050 21.001 1375.32 5.32E-06 15678.71 1,375 2,712 150.00 2,235 3,572 2.33E-06 3.21E-03 5.83E-05 8.02E-02 6.07E-05 8.34E-02 1.12E-02 6.71E-02 3.73E-05 8.14E-02 2.63 2.57 0.08143184 TRUE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 2.63 0.007 0.083 0.09 0.925 21.000 0.13 0.050 21.001 1375.32 5.32E-06 15678.71 1,375 2,712 150.00 2,235 3,572 2.33E-06 3.21E-03 5.83E-05 8.02E-02 6.07E-05 8.34E-02 1.12E-02 6.71E-02 3.73E-05 8.14E-02 2.63 2.57 0.08143184 TRUE
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 2.63 0.007 0.083 0.09 0.925 21.000 0.13 0.050 21.001 1375.32 5.32E-06 15678.71 1,375 2,712 150.00 2,235 3,572 2.33E-06 3.21E-03 5.83E-05 8.02E-02 6.07E-05 8.34E-02 1.12E-02 6.71E-02 3.73E-05 8.14E-02 2.63 2.57 0.08143184 TRUE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 2.63 0.007 0.083 0.09 0.925 21.000 0.13 0.050 21.001 1375.32 5.32E-06 15678.71 1,375 2,712 150.00 2,235 3,572 2.33E-06 3.21E-03 5.83E-05 8.02E-02 6.07E-05 8.34E-02 1.12E-02 6.71E-02 3.73E-05 8.14E-02 2.63 2.57 0.08143184 TRUE
REACH 3 Yandi discharge - Marillana Reach 3
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 200 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 3129 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 16 ET (m/s) ET = 20% evap 2.E-08 4.E-06 1.E-02 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 4.E-05 1.E-01
Time to saturate alluvials (days) 67
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 10.30 0.0282 0.327 0.18 1.504 23.660 0.21 0.074 23.662 4778.95 1.20E-05 27163.15 4,779 saturation 200.00 6,940 saturation 2.63E-06 8.22E-03 6.57E-05 2.06E-01 6.84E-05 2.14E-01 1.39E-02 1.25E-01 4.71E-05 1.47E-01 6.75 4.64 0.14727943 TRUE
2 Feb 2009 (59.59 GL/a) 0.06 0.0002 0.002 reach dry #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! 200.00 45 4,041 0.00E+00 #VALUE! 0.00E+00 #VALUE! 0.00E+00 #VALUE! 2.00E-04 1.80E-03 4.44E-05 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
3 ave vol 07-09 (42.4 GL/a) 1.60 0.0044 0.051 0.10 0.551 19.700 0.19 0.030 19.701 889.63 5.79E-06 8747.60 890 4,886 200.00 1,086 5,082 2.19E-06 1.95E-03 5.47E-05 4.87E-02 5.69E-05 5.06E-02 4.82E-03 4.34E-02 4.66E-05 5.02E-02 1.60 1.58 0.05020019 TRUE
4 31/10/2007 (46.1 GL/a) 7.96 0.0218 0.252 0.18 1.504 23.660 0.21 0.074 23.662 3691.77 1.20E-05 20983.71 3,692 saturation 200.00 5,362 saturation 2.63E-06 8.22E-03 6.57E-05 2.06E-01 6.84E-05 2.14E-01 1.39E-02 1.25E-01 4.71E-05 1.47E-01 6.75 4.64 0.14727943 TRUE
5 31/12/2007 (45.6 GL/a) 2.79 0.0076 0.088 0.14 0.963 21.500 0.20 0.050 21.501 1422.02 8.65E-06 10212.75 1,422 5,418 200.00 1,886 5,882 2.39E-06 3.39E-03 5.97E-05 8.49E-02 6.21E-05 8.83E-02 8.37E-03 7.54E-02 4.68E-05 8.72E-02 2.79 2.75 0.08721597 TRUE
6 31/08/2008 (50.5 GL/a) 0.04 0.0001 0.001 reach dry #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! 200.00 30 4,026 0.00E+00 #VALUE! 0.00E+00 #VALUE! 0.00E+00 #VALUE! 1.34E-04 1.21E-03 4.44E-05 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 0.06 0.0002 0.002 reach dry #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! 200.00 45 4,041 0.00E+00 #VALUE! 0.00E+00 #VALUE! 0.00E+00 #VALUE! 2.00E-04 1.80E-03 4.44E-05 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 0.06 0.0002 0.002 reach dry #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! 200.00 45 4,041 0.00E+00 #VALUE! 0.00E+00 #VALUE! 0.00E+00 #VALUE! 2.00E-04 1.80E-03 4.44E-05 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 0.06 0.0002 0.002 reach dry #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! 200.00 45 4,041 0.00E+00 #VALUE! 0.00E+00 #VALUE! 0.00E+00 #VALUE! 2.00E-04 1.80E-03 4.44E-05 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 0.06 0.0002 0.002 reach dry #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! 200.00 45 4,041 0.00E+00 #VALUE! 0.00E+00 #VALUE! 0.00E+00 #VALUE! 2.00E-04 1.80E-03 4.44E-05 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
Yandicoogina baseline hydrology Page 44 of 60
REACH 1 Yandi discharge - Marillana Reach 4 (DO3, DO8, DO1/4 and DO5)
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 120 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 5172 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 2 ET (m/s) ET = 17% evap 2.E-08 2.E-06 1.E-02 600mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 2.E-05 1.E-01
Time to saturate alluvials (days) 8
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 35.22 0.0965 1.117 0.27 4.313 27.928 0.20 0.180 27.928 13841.06 2.15E-05 51974.21 13,841 saturation 120.00 37,994 saturation 3.10E-06 1.60E-02 7.76E-05 4.01E-01 8.07E-05 4.17E-01 1.18E-02 1.24E-01 2.94E-05 1.52E-01 13.16 4.79 0.152 TRUE
2 Feb 2009 (59.59 GL/a) 25.88 0.0709 0.821 0.24 3.495 26.600 0.20 0.150 26.607 10675.95 1.84E-05 44654.64 10,676 saturation 120.00 28,060 saturation 2.95E-06 1.53E-02 7.39E-05 3.82E-01 7.69E-05 3.98E-01 1.18E-02 1.24E-01 2.92E-05 1.51E-01 12.54 4.77 0.15124 TRUE
3 ave vol 07-09 (42.4 GL/a) 12.65 0.0346 0.401 0.19 2.220 24.400 0.19 0.100 24.405 5688.30 1.32E-05 30396.55 5,688 saturation 120.00 13,829 saturation 2.71E-06 1.40E-02 6.78E-05 3.51E-01 7.05E-05 3.65E-01 1.18E-02 1.24E-01 2.90E-05 1.50E-01 11.50 4.73 0.14998 TRUE
4 31/10/2007 (46.1 GL/a) 13.41 0.0367 0.425 0.19 2.220 24.400 0.19 0.100 24.405 6029.90 1.32E-05 32221.95 6,030 saturation 120.00 14,659 saturation 2.71E-06 1.40E-02 6.78E-05 3.51E-01 7.05E-05 3.65E-01 1.18E-02 1.24E-01 2.90E-05 1.50E-01 11.50 4.73 0.14998 TRUE
5 31/12/2007 (45.6 GL/a) 12.18 0.0334 0.386 0.19 2.220 24.400 0.19 0.100 24.405 5479.72 1.32E-05 29281.97 5,480 saturation 120.00 13,322 saturation 2.71E-06 1.40E-02 6.78E-05 3.51E-01 7.05E-05 3.65E-01 1.18E-02 1.24E-01 2.90E-05 1.50E-01 11.50 4.73 0.14998 TRUE
6 31/08/2008 (50.5 GL/a) 17.56 0.0481 0.557 0.19 2.220 24.400 0.19 0.100 24.405 7900.43 1.32E-05 42217.47 7,900 saturation 120.00 19,207 saturation 2.71E-06 1.40E-02 6.78E-05 3.51E-01 7.05E-05 3.65E-01 1.18E-02 1.24E-01 2.90E-05 1.50E-01 11.50 4.73 0.14998 TRUE
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 25.88 0.0709 0.821 0.24 3.495 26.600 0.20 0.150 26.607 10675.95 1.84E-05 44654.64 10,676 saturation 120.00 28,060 saturation 2.95E-06 1.53E-02 7.39E-05 3.82E-01 7.69E-05 3.98E-01 1.18E-02 1.24E-01 2.92E-05 1.51E-01 12.54 4.77 0.15124 TRUE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 25.88 0.0709 0.821 0.24 3.495 26.600 0.20 0.150 26.607 10675.95 1.84E-05 44654.64 10,676 saturation 120.00 28,060 saturation 2.95E-06 1.53E-02 7.39E-05 3.82E-01 7.69E-05 3.98E-01 1.18E-02 1.24E-01 2.92E-05 1.51E-01 12.54 4.77 0.15124 TRUE
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 25.88 0.0709 0.821 0.24 3.495 26.600 0.20 0.150 26.607 10675.95 1.84E-05 44654.64 10,676 saturation 120.00 28,060 saturation 2.95E-06 1.53E-02 7.39E-05 3.82E-01 7.69E-05 3.98E-01 1.18E-02 1.24E-01 2.92E-05 1.51E-01 12.54 4.77 0.15124 TRUE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 25.88 0.0709 0.821 0.24 3.495 26.600 0.20 0.150 26.607 10675.95 1.84E-05 44654.64 10,676 saturation 120.00 28,060 saturation 2.95E-06 1.53E-02 7.39E-05 3.82E-01 7.69E-05 3.98E-01 1.18E-02 1.24E-01 2.92E-05 1.51E-01 12.54 4.77 0.15124 TRUE
REACH 1 Yandi discharge - Marillana Reach 5 (DO2)
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 280 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 3664 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 18 ET (m/s) ET = 17% evap 2.E-08 5.E-06 2.E-02 600mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 6.E-05 2.E-01
Time to saturate alluvials (days) 75
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 32.26 0.0884 1.023 0.22 4.616 39.025 0.20 0.130 39.025 9072.85 2.50E-05 40848.02 9,073 saturation 280.00 15,574 saturation 4.33E-06 1.59E-02 1.08E-04 3.97E-01 1.13E-04 4.13E-01 1.96E-02 2.05E-01 6.57E-05 2.41E-01 13.03 7.59 0.24063 TRUE
2 Feb 2009 (59.59 GL/a) 22.96 0.0629 0.728 0.20 3.847 37.940 0.19 0.110 37.944 6641.60 2.20E-05 33141.52 6,642 saturation 280.00 11,105 saturation 4.21E-06 1.54E-02 1.05E-04 3.86E-01 1.10E-04 4.02E-01 1.96E-02 2.05E-01 6.56E-05 2.40E-01 12.67 7.57 0.24019 TRUE
3 ave vol 07-09 (42.4 GL/a) 8.70 0.0238 0.276 0.14 2.017 35.240 0.18 0.060 35.242 2709.95 1.39E-05 19795.54 2,710 15,007 280.00 4,228 saturation 3.91E-06 1.06E-02 9.79E-05 2.65E-01 1.02E-04 2.76E-01 1.96E-02 2.05E-01 6.53E-05 2.35E-01 8.70 7.42 0.23536 TRUE
4 31/10/2007 (46.1 GL/a) 8.68 0.0238 0.275 0.14 2.017 35.240 0.18 0.060 35.242 2702.38 1.39E-05 19740.22 2,702 15,000 280.00 4,216 saturation 3.91E-06 1.06E-02 9.79E-05 2.65E-01 1.02E-04 2.75E-01 1.96E-02 2.05E-01 6.53E-05 2.35E-01 8.68 7.42 0.23533 TRUE
5 31/12/2007 (45.6 GL/a) 7.51 0.0206 0.238 0.14 2.017 35.240 0.18 0.060 35.242 2339.75 1.39E-05 17091.28 2,340 14,637 280.00 3,650 15,948 3.91E-06 9.15E-03 9.79E-05 2.29E-01 1.02E-04 2.38E-01 1.95E-02 2.04E-01 6.53E-05 2.33E-01 7.51 7.35 0.23308 TRUE
6 31/08/2008 (50.5 GL/a) 15.87 0.0435 0.503 0.14 2.017 35.240 0.18 0.060 35.242 4943.33 1.39E-05 36109.80 4,943 saturation 280.00 7,712 saturation 3.91E-06 1.43E-02 9.79E-05 3.59E-01 1.02E-04 3.73E-01 1.96E-02 2.05E-01 6.53E-05 2.39E-01 11.76 7.54 0.2391 TRUE
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 27.96 0.0766 0.887 0.21 4.229 38.484 0.19 0.120 38.484 7974.47 2.35E-05 37711.75 7,974 saturation 280.00 13,511 saturation 4.27E-06 1.56E-02 1.07E-04 3.92E-01 1.11E-04 4.07E-01 1.96E-02 2.05E-01 6.56E-05 2.40E-01 12.85 7.58 0.24041 TRUE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 32.96 0.0903 1.045 0.22 4.616 39.025 0.20 0.130 39.025 9270.45 2.50E-05 41737.67 9,270 saturation 280.00 15,913 saturation 4.33E-06 1.59E-02 1.08E-04 3.97E-01 1.13E-04 4.13E-01 1.96E-02 2.05E-01 6.57E-05 2.41E-01 13.03 7.59 0.24063 TRUE
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 37.96 0.1040 1.204 0.24 5.208 39.835 0.20 0.145 39.835 10459.61 2.73E-05 44054.97 10,460 saturation 280.00 18,302 saturation 4.42E-06 1.62E-02 1.11E-04 4.05E-01 1.15E-04 4.22E-01 1.96E-02 2.05E-01 6.58E-05 2.41E-01 13.30 7.60 0.24096 TRUE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 42.96 0.1177 1.362 0.24 5.408 40.106 0.20 0.150 40.106 11757.65 2.81E-05 48512.69 11,758 saturation 280.00 20,703 saturation 4.45E-06 1.63E-02 1.11E-04 4.08E-01 1.16E-04 4.24E-01 1.96E-02 2.05E-01 6.58E-05 2.41E-01 13.39 7.60 0.24107 TRUE
REACH 2 Yandi discharge - Marillana Reach 6
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 460 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 3106 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 30 ET (m/s) ET = 30% evap 3.E-08 2.E-05 5.E-02 1050mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 9.E-05 3.E-01
Time to saturate alluvials (days) 125
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 24.67 0.0676 0.782 0.21 4.096 35.025 0.19 0.130 35.025 7730.69 2.14E-05 36597.17 7,731 saturation 460.00 7,034 saturation 3.89E-06 1.21E-02 9.73E-05 3.02E-01 1.01E-04 3.14E-01 4.76E-02 2.86E-01 1.11E-04 3.45E-01 9.91 10.89 0.31421449 FALSE
2 Feb 2009 (59.59 GL/a) 15.38 0.0421 0.488 0.18 3.070 33.400 0.18 0.100 33.404 5055.17 1.74E-05 28102.59 5,055 saturation 460.00 4,394 saturation 3.71E-06 1.15E-02 9.28E-05 2.88E-01 9.65E-05 3.00E-01 4.76E-02 2.86E-01 1.11E-04 3.45E-01 9.45 10.87 0.29966985 FALSE
3 ave vol 07-09 (42.4 GL/a) 1.28 0.0035 0.041 0.12 1.468 30.700 0.17 0.050 30.702 456.93 1.03E-05 3927.80 457 16,418 460.00 366 16,327 3.41E-06 1.56E-03 8.53E-05 3.90E-02 8.87E-05 4.05E-02 5.61E-03 3.37E-02 1.11E-04 4.08E-02 1.28 1.29 0.04052534 FALSE
4 31/10/2007 (46.1 GL/a) 1.25 0.003 0.040 0.12 1.468 30.700 0.17 0.050 30.702 448.57 1.03E-05 3855.94 449 16,410 460.00 359 16,321 3.41E-06 1.53E-03 8.53E-05 3.83E-02 8.87E-05 3.98E-02 5.50E-03 3.31E-02 1.11E-04 4.01E-02 1.25 1.26 0.03978397 FALSE
5 31/12/2007 (45.6 GL/a) 0.16 0.000 0.005 0.04 0.283 28.540 0.13 0.010 28.540 62.17 3.36E-06 1526.01 62 16,023 460.00 46 16,008 3.17E-06 1.97E-04 7.93E-05 4.93E-03 8.24E-05 5.13E-03 7.11E-04 4.27E-03 1.10E-04 5.18E-03 0.16 0.16 0.00512547 FALSE
6 31/08/2008 (50.5 GL/a) 8.33 0.023 0.264 0.12 1.468 30.700 0.17 0.050 30.702 2978.52 1.03E-05 25603.44 2,979 18,940 460.00 2,386 18,347 3.41E-06 1.01E-02 8.53E-05 2.54E-01 8.87E-05 2.64E-01 3.65E-02 2.19E-01 1.11E-04 2.66E-01 8.33 8.39 0.26416542 FALSE
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 20.38 0.056 0.646 0.20 3.749 34.484 0.19 0.120 34.484 6486.08 2.00E-05 32238.61 6,486 saturation 460.00 5,813 saturation 3.83E-06 1.19E-02 9.58E-05 2.97E-01 9.96E-05 3.09E-01 4.76E-02 2.86E-01 1.11E-04 3.45E-01 9.76 10.88 0.30936651 FALSE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 25.37 0.070 0.804 0.21 4.096 35.025 0.19 0.130 35.025 7950.86 2.14E-05 37639.46 7,951 saturation 460.00 7,234 saturation 3.89E-06 1.21E-02 9.73E-05 3.02E-01 1.01E-04 3.14E-01 4.76E-02 2.86E-01 1.11E-04 3.45E-01 9.91 10.89 0.31421449 FALSE
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 30.36 0.083 0.963 0.22 4.449 35.565 0.19 0.140 35.565 9370.06 2.27E-05 42410.94 9,370 saturation 460.00 8,652 saturation 3.95E-06 1.23E-02 9.88E-05 3.07E-01 1.03E-04 3.19E-01 4.76E-02 2.86E-01 1.11E-04 3.46E-01 10.06 10.90 0.31906219 FALSE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 35.36 0.097 1.121 0.23 4.808 36.106 0.19 0.150 36.106 10748.89 2.40E-05 46670.26 10,749 saturation 460.00 10,071 saturation 4.01E-06 1.24E-02 1.00E-04 3.11E-01 1.04E-04 3.24E-01 4.76E-02 2.86E-01 1.11E-04 3.46E-01 10.21 10.90 0.32390996 FALSE
Yandicoogina baseline hydrology Page 45 of 60
REACH 1 HD1 discharge - Weeli Wolli Reach 1
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 200 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 4500 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 30 ET (m/s) ET = 20% evap 2.E-08 4.E-06 2.E-02 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) -5.E-08 -1.E-05 -5.E-02
Time to saturate alluvials (days) 125 Weeli Wolli Spring Baseflow 4.2 ML/day
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
2 Feb 2009 (59.59 GL/a) 27.77 0.076 0.880 0.13 25.000 25.000 12191.26 9.39E-06 93778.94 12,191 saturation 200.00 122,047 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
3 ave vol 07-09 (42.4 GL/a) 21.25 0.058 0.674 0.13 25.000 25.000 9328.94 9.39E-06 71761.07 9,329 saturation 200.00 93,392 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
4 31/10/2007 (46.1 GL/a) 19.62 0.054 0.622 0.13 25.000 25.000 8616.14 9.39E-06 66277.98 8,616 saturation 200.00 86,256 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
5 31/12/2007 (45.6 GL/a) 22.28 0.061 0.707 0.13 25.000 25.000 9783.98 9.39E-06 75261.36 9,784 saturation 200.00 97,947 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
6 31/08/2008 (50.5 GL/a) 23.36 0.064 0.741 0.13 25.000 25.000 10254.68 9.39E-06 78882.14 10,255 saturation 200.00 102,659 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 27.77 0.076 0.880 0.13 25.000 25.000 12191.26 9.39E-06 93778.94 12,191 saturation 200.00 122,047 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 27.77 0.076 0.880 0.13 25.000 25.000 12191.26 9.39E-06 93778.94 12,191 saturation 200.00 122,047 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 27.77 0.076 0.880 0.13 25.000 25.000 12191.26 9.39E-06 93778.94 12,191 saturation 200.00 122,047 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 27.77 0.076 0.880 0.13 25.000 25.000 12191.26 9.39E-06 93778.94 12,191 saturation 200.00 122,047 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
REACH 2 HD1 discharge - Weeli Wolli Reach 2
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 150 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 8270 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 30 ET (m/s) ET = 20% evap 2.2.E-08 3.E-06 3.E-02 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 3.E-05 2.E-01
Time to saturate alluvials (days) 125
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
2 Feb 2009 (59.59 GL/a) 28.27 0.0775 0.897 0.13 25.000 25.000 12414.86 9.39E-06 95498.94 12,415 saturation 150.00 24,833 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
3 ave vol 07-09 (42.4 GL/a) 21.76 0.0596 0.690 0.13 25.000 25.000 9552.54 9.39E-06 73481.07 9,553 saturation 150.00 19,108 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
4 31/10/2007 (46.1 GL/a) 20.13 0.0552 0.638 0.13 25.000 25.000 8839.74 9.39E-06 67997.98 8,840 saturation 150.00 17,682 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
5 31/12/2007 (45.6 GL/a) 22.79 0.0624 0.723 0.13 25.000 25.000 10007.58 9.39E-06 76981.36 10,008 saturation 150.00 20,018 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
6 31/08/2008 (50.5 GL/a) 23.86 0.0654 0.757 0.13 25.000 25.000 10478.28 9.39E-06 80602.15 10,478 saturation 150.00 20,960 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 28.27 0.0775 0.897 0.13 25.000 25.000 12414.86 9.39E-06 95498.94 12,415 saturation 150.00 24,833 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 28.27 0.0775 0.897 0.13 25.000 25.000 12414.86 9.39E-06 95498.94 12,415 saturation 150.00 24,833 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 28.27 0.0775 0.897 0.13 25.000 25.000 12414.86 9.39E-06 95498.94 12,415 saturation 150.00 24,833 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 28.27 0.0775 0.897 0.13 25.000 25.000 12414.86 9.39E-06 95498.94 12,415 saturation 150.00 24,833 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
REACH 1 HD1 + Yandi discharge - Weeli Wolli Reach 3 (DO6)
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 77 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 2350 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 10 ET (m/s) ET = 20% evap 2.E-08 2.E-06 4.E-03 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 2.E-05 4.E-02
Time to saturate alluvials (days) 42
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
2 Feb 2009 (59.59 GL/a) 18.86 0.0517 0.598 0.22 2.880 30.600 0.22 0.100 30.606 6763.92 1.95E-05 30610.94 6,764 saturation 77.00 29,164 saturation 3.40E-06 7.98E-03 8.50E-05 2.00E-01 8.84E-05 2.08E-01 4.02E-03 3.62E-02 2.05E-05 4.82E-02 6.55 1.52 0.04819 TRUE
3 ave vol 07-09 (42.4 GL/a) 13.88 0.0380 0.440 0.19 2.275 29.880 0.22 0.080 29.884 5098.97 1.66E-05 26577.02 5,099 saturation 77.00 21,551 saturation 3.32E-06 7.79E-03 8.30E-05 1.95E-01 8.63E-05 2.03E-01 4.02E-03 3.62E-02 2.04E-05 4.80E-02 6.40 1.51 0.048 TRUE
4 31/10/2007 (46.1 GL/a) 14.47 0.0396 0.459 0.19 2.275 29.880 0.22 0.080 29.884 5314.23 1.66E-05 27699.00 5,314 saturation 77.00 22,461 saturation 3.32E-06 7.79E-03 8.30E-05 1.95E-01 8.63E-05 2.03E-01 4.02E-03 3.62E-02 2.04E-05 4.80E-02 6.40 1.51 0.048 TRUE
5 31/12/2007 (45.6 GL/a) 17.10 0.0468 0.542 0.21 2.576 30.245 0.22 0.090 30.245 6206.17 1.81E-05 30018.64 6,206 saturation 77.00 26,495 saturation 3.36E-06 7.89E-03 8.40E-05 1.97E-01 8.74E-05 2.05E-01 4.02E-03 3.62E-02 2.05E-05 4.81E-02 6.48 1.52 0.04809 TRUE
6 31/08/2008 (50.5 GL/a) 17.79 0.0487 0.564 0.21 2.576 30.245 0.22 0.090 30.245 6456.56 1.81E-05 31229.74 6,457 saturation 77.00 27,564 saturation 3.36E-06 7.89E-03 8.40E-05 1.97E-01 8.74E-05 2.05E-01 4.02E-03 3.62E-02 2.05E-05 4.81E-02 6.48 1.52 0.04809 TRUE
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 18.86 0.0517 0.598 0.22 2.880 30.600 0.22 0.100 30.606 6763.92 1.95E-05 30610.94 6,764 saturation 77.00 29,164 saturation 3.40E-06 7.98E-03 8.50E-05 2.00E-01 8.84E-05 2.08E-01 4.02E-03 3.62E-02 2.05E-05 4.82E-02 6.55 1.52 0.04819 TRUE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 18.86 0.0517 0.598 0.22 2.880 30.600 0.22 0.100 30.606 6763.92 1.95E-05 30610.94 6,764 saturation 77.00 29,164 saturation 3.40E-06 7.98E-03 8.50E-05 2.00E-01 8.84E-05 2.08E-01 4.02E-03 3.62E-02 2.05E-05 4.82E-02 6.55 1.52 0.04819 TRUE
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 18.86 0.0517 0.598 0.22 2.880 30.600 0.22 0.100 30.606 6763.92 1.95E-05 30610.94 6,764 saturation 77.00 29,164 saturation 3.40E-06 7.98E-03 8.50E-05 2.00E-01 8.84E-05 2.08E-01 4.02E-03 3.62E-02 2.05E-05 4.82E-02 6.55 1.52 0.04819 TRUE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 18.86 0.0517 0.598 0.22 2.880 30.600 0.22 0.100 30.606 6763.92 1.95E-05 30610.94 6,764 saturation 77.00 29,164 saturation 3.40E-06 7.98E-03 8.50E-05 2.00E-01 8.84E-05 2.08E-01 4.02E-03 3.62E-02 2.05E-05 4.82E-02 6.55 1.52 0.04819 TRUE
Yandicoogina baseline hydrology Page 46 of 60
REACH 2 HD1 + Yandi discharge - Weeli Wolli Reach 4
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 80 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 4620 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 26 ET (m/s) ET = 20% evap 2.22.E-08 2.E-06 8.E-03 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 2.E-05 7.E-02
Time to saturate alluvials (days) 108
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
2 Feb 2009 (59.59 GL/a) 17.34 0.0475 0.550 0.21 2.850 31.000 0.22 0.100 31.004 6138.95 1.91E-05 28789.71 6,139 saturation 80.00 25,915 saturation 3.44E-06 1.59E-02 8.61E-05 3.98E-01 8.96E-05 4.14E-01 8.20E-03 7.39E-02 2.12E-05 9.80E-02 13.05 3.09 0.09801912 TRUE
3 ave vol 07-09 (42.4 GL/a) 12.37 0.0339 0.392 0.19 2.240 30.000 0.21 0.080 30.003 4524.97 1.61E-05 24377.57 4,525 19,645 80.00 18,582 saturation 3.33E-06 1.51E-02 8.33E-05 3.77E-01 8.67E-05 3.92E-01 8.20E-03 7.39E-02 2.11E-05 9.72E-02 12.37 3.06 0.09718998 TRUE
4 31/10/2007 (46.1 GL/a) 12.95 0.0355 0.411 0.19 2.240 30.000 0.21 0.080 30.003 4739.38 1.61E-05 25532.66 4,739 saturation 80.00 19,463 saturation 3.33E-06 1.54E-02 8.33E-05 3.85E-01 8.67E-05 4.00E-01 8.20E-03 7.39E-02 2.11E-05 9.75E-02 12.63 3.07 0.09750638 TRUE
5 31/12/2007 (45.6 GL/a) 15.58 0.0427 0.494 0.21 2.850 31.000 0.22 0.100 31.004 5517.27 1.91E-05 25874.24 5,517 saturation 80.00 23,291 saturation 3.44E-06 1.59E-02 8.61E-05 3.98E-01 8.96E-05 4.14E-01 8.20E-03 7.39E-02 2.12E-05 9.80E-02 13.05 3.09 0.09801912 TRUE
6 31/08/2008 (50.5 GL/a) 16.27 0.0446 0.516 0.21 2.850 31.000 0.22 0.100 31.004 5761.53 1.91E-05 27019.73 5,762 saturation 80.00 24,322 saturation 3.44E-06 1.59E-02 8.61E-05 3.98E-01 8.96E-05 4.14E-01 8.20E-03 7.39E-02 2.12E-05 9.80E-02 13.05 3.09 0.09801912 TRUE
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 17.34 0.0475 0.550 0.21 2.850 31.000 0.22 0.100 31.004 6138.95 1.91E-05 28789.71 6,139 saturation 80.00 25,915 saturation 3.44E-06 1.59E-02 8.61E-05 3.98E-01 8.96E-05 4.14E-01 8.20E-03 7.39E-02 2.12E-05 9.80E-02 13.05 3.09 0.09801912 TRUE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 17.34 0.0475 0.550 0.21 2.850 31.000 0.22 0.100 31.004 6138.95 1.91E-05 28789.71 6,139 saturation 80.00 25,915 saturation 3.44E-06 1.59E-02 8.61E-05 3.98E-01 8.96E-05 4.14E-01 8.20E-03 7.39E-02 2.12E-05 9.80E-02 13.05 3.09 0.09801912 TRUE
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 17.34 0.0475 0.550 0.21 2.850 31.000 0.22 0.100 31.004 6138.95 1.91E-05 28789.71 6,139 saturation 80.00 25,915 saturation 3.44E-06 1.59E-02 8.61E-05 3.98E-01 8.96E-05 4.14E-01 8.20E-03 7.39E-02 2.12E-05 9.80E-02 13.05 3.09 0.09801912 TRUE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 17.34 0.0475 0.550 0.21 2.850 31.000 0.22 0.100 31.004 6138.95 1.91E-05 28789.71 6,139 saturation 80.00 25,915 saturation 3.44E-06 1.59E-02 8.61E-05 3.98E-01 8.96E-05 4.14E-01 8.20E-03 7.39E-02 2.12E-05 9.80E-02 13.05 3.09 0.09801912 TRUE
REACH 1 HD1 + Yandi discharge - Weeli Wolli Reach 5
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 500 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 8069 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 32 ET (m/s) ET = 20% evap 2.E-08 1.E-05 9.E-02 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 1.E-04 8.E-01
Time to saturate alluvials (days) 133
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 44.80 0.1227 1.421 0.23 6.788 50.500 0.19 0.150 50.504 9737.63 3.33E-05 42655.69 9,738 saturation 500.00 12,173 saturation 5.60E-06 4.52E-02 1.40E-04 1.13E+00 1.46E-04 1.18E+00 8.96E-02 8.07E-01 1.17E-04 9.42E-01 37.13 29.70 0.94173 TRUE
2 Feb 2009 (59.59 GL/a) 20.18 0.0553 0.640 0.18 4.350 47.003 0.18 0.100 47.000 4713.26 2.42E-05 26476.27 4,713 16,655 500.00 5,502 17,443 5.22E-06 2.46E-02 1.31E-04 6.15E-01 1.36E-04 6.40E-01 6.11E-02 5.50E-01 1.16E-04 6.36E-01 20.18 20.05 0.63582 TRUE
3 ave vol 07-09 (42.4 GL/a) 9.30 0.0255 0.295 0.13 2.526 44.200 0.17 0.060 44.202 2310.30 1.65E-05 17897.12 2,310 22,050 500.00 2,543 22,283 4.91E-06 1.13E-02 1.23E-04 2.84E-01 1.28E-04 2.95E-01 2.82E-02 2.54E-01 1.16E-04 2.94E-01 9.30 9.27 0.29386 TRUE
4 31/10/2007 (46.1 GL/a) 9.88 0.0271 0.313 0.13 2.526 44.200 0.17 0.060 44.202 2453.35 1.65E-05 19005.34 2,453 22,193 500.00 2,700 22,440 4.91E-06 1.20E-02 1.23E-04 3.01E-01 1.28E-04 3.13E-01 3.00E-02 2.70E-01 1.16E-04 3.12E-01 9.88 9.84 0.31205 TRUE
5 31/12/2007 (45.6 GL/a) 12.49 0.0342 0.396 0.14 2.972 44.902 0.17 0.070 44.902 3053.88 1.85E-05 21453.13 3,054 22,794 500.00 3,412 23,152 4.98E-06 1.52E-02 1.25E-04 3.81E-01 1.30E-04 3.96E-01 3.79E-02 3.41E-01 1.16E-04 3.94E-01 12.49 12.44 0.39434 TRUE
6 31/08/2008 (50.5 GL/a) 13.18 0.0361 0.418 0.14 2.972 44.902 0.17 0.070 44.902 3222.54 1.85E-05 22637.91 3,223 22,963 500.00 3,601 23,341 4.98E-06 1.61E-02 1.25E-04 4.02E-01 1.30E-04 4.18E-01 4.00E-02 3.60E-01 1.16E-04 4.16E-01 13.18 13.12 0.41611 TRUE
7 Feb 2009 (59.59 GL/a) + 5GL/a JSW 24.87 0.0681 0.789 0.18 4.350 47.003 0.18 0.100 47.000 5807.97 2.42E-05 32625.69 5,808 17,749 500.00 6,780 18,721 5.22E-06 3.03E-02 1.31E-04 7.58E-01 1.36E-04 7.89E-01 7.52E-02 6.78E-01 1.16E-04 7.83E-01 24.87 24.71 0.78349 TRUE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 29.71 0.0814 0.942 0.19 4.824 47.703 0.18 0.110 47.703 6836.15 2.60E-05 36200.37 6,836 18,778 500.00 8,094 saturation 5.29E-06 3.62E-02 1.33E-04 9.06E-01 1.38E-04 9.42E-01 8.96E-02 8.07E-01 1.16E-04 9.33E-01 29.71 29.41 0.93269 TRUE
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 34.54 0.0946 1.095 0.19 4.824 47.703 0.18 0.110 47.703 7949.13 2.60E-05 42094.07 7,949 19,891 500.00 9,411 saturation 5.29E-06 4.21E-02 1.33E-04 1.05E+00 1.38E-04 1.10E+00 8.96E-02 8.07E-01 1.16E-04 9.39E-01 34.54 29.60 0.93859 TRUE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 39.39 0.1079 1.249 0.21 5.792 49.104 0.19 0.130 49.104 8805.18 2.97E-05 42078.99 8,805 saturation 500.00 10,717 saturation 5.45E-06 4.40E-02 1.36E-04 1.10E+00 1.42E-04 1.14E+00 8.96E-02 8.07E-01 1.17E-04 9.40E-01 36.10 29.66 0.94048 TRUE
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 285 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 10728 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 32 ET (m/s) ET = 15% evap 1.70.E-08 5.E-06 5.E-02 536mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-06 6.E-04 6.E+00
Time to saturate alluvials (days) 133
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 15.10 0.0414 0.479 0.18 3.614 43.300 0.20 0.090 43.303 3828.72 2.30E-05 20808.65 3,829 30,965 285.00 826 27,963 4.81E-06 1.84E-02 1.20E-04 4.61E-01 1.25E-04 4.79E-01 4.00E-03 4.71E-01 5.80E-04 4.93E-01 15.10 15.56 0.47893617 FALSE
2 #DIV/0! #DIV/0! n/a 285.00 n/a 5.75E-04 FALSE
3 #DIV/0! #DIV/0! n/a 285.00 n/a 5.75E-04 FALSE
4 #DIV/0! #DIV/0! n/a 285.00 n/a 5.75E-04 FALSE
5 #DIV/0! #DIV/0! n/a 285.00 n/a 5.75E-04 FALSE
6 #DIV/0! #DIV/0! n/a 285.00 n/a 5.75E-04 FALSE
7 #DIV/0! #DIV/0! n/a 285.00 n/a 5.75E-04 FALSE
8 Feb 2009 (59.59 GL/a) +10GL/a JSW 0.29 0.0008 0.009 reach dry #DIV/0! #VALUE! #VALUE! #VALUE! #VALUE! 285.00 16 27,153 #VALUE! #VALUE! #VALUE! 7.87E-05 9.27E-03 5.75E-04 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
9 Feb 2009 (59.59 GL/a) +15GL/a JSW 4.95 0.0135 0.157 0.11 1.536 39.801 0.18 0.040 39.801 1363.99 1.27E-05 12396.03 1,364 21,375 285.00 271 20,282 4.42E-06 6.03E-03 1.11E-04 1.51E-01 1.15E-04 1.57E-01 1.31E-03 1.54E-01 5.79E-04 1.62E-01 4.95 5.10 0.15682669 FALSE
10 Feb 2009 (59.59 GL/a) +20GL/a JSW 9.73 0.0267 0.309 0.14 2.346 41.202 0.060 41.202 2592.18 1.70E-05 18177.08 2,592 22,603 285.00 532 20,543 4.57E-06 1.19E-02 1.14E-04 2.97E-01 1.19E-04 3.09E-01 2.58E-03 3.04E-01 5.79E-04 3.18E-01 9.73 10.03 0.30852672 FALSE
Yandicoogina baseline hydrology Page 47 of 60
Appendix B – Scenario output
Yandicoogina baseline hydrology Page 48 of 60
REACH 1 Yandi discharge - Marillana Reach 1 (BHP discharge)
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 140 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 1336 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 18 ET (m/s) ET = 30% evap 3.E-08 5.E-06 6.E-03 1050mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 3.E-05 4.E-02
Time to saturate alluvials (days) 75
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 15.00 0.0411 0.476 0.18 2.925 27.000 0.15 0.150 27.003 6097.65 1.38E-05 34405.95 6,098 saturation 140.00 13,339 saturation 3.00E-06 4.00E-03 7.50E-05 1.00E-01 7.80E-05 1.04E-01 6.23E-03 3.74E-02 3.57E-05 4.76E-02 3.29 1.50 0.04765 TRUE
2 Peak max (90 GL/a) - d/s of operation 0.00 0.0000 0.000 0.00 0.000 0.000 0.00 0.000 0.000 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 140.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.27E-05 0.00E+00 0.00 0.00 0 FALSE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC 0.00 0.0000 0.000 0.00 0.000 0.000 0.00 0.000 0.000 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 140.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.27E-05 0.00E+00 0.00 0.00 0 FALSE
4 Peak max (90 GL/a)+JSW (5 GL/a) 15.00 0.0411 0.476 0.18 2.925 27.000 0.15 0.150 27.003 6097.65 1.38E-05 34405.95 6,098 saturation 140.00 13,339 saturation 3.00E-06 4.00E-03 7.50E-05 1.00E-01 7.80E-05 1.04E-01 6.23E-03 3.74E-02 3.57E-05 4.76E-02 3.29 1.50 0.04765 TRUE
5 Peak max (90 GL/a)+JSW (10 GL/a) 15.00 0.0411 0.476 0.18 2.925 27.000 0.15 0.150 27.003 6097.65 1.38E-05 34405.95 6,098 saturation 140.00 13,339 saturation 3.00E-06 4.00E-03 7.50E-05 1.00E-01 7.80E-05 1.04E-01 6.23E-03 3.74E-02 3.57E-05 4.76E-02 3.29 1.50 0.04765 TRUE
6 Peak max (90 GL/a)+JSW (15 GL/a) 15.00 0.0411 0.476 0.18 2.925 27.000 0.15 0.150 27.003 6097.65 1.38E-05 34405.95 6,098 saturation 140.00 13,339 saturation 3.00E-06 4.00E-03 7.50E-05 1.00E-01 7.80E-05 1.04E-01 6.23E-03 3.74E-02 3.57E-05 4.76E-02 3.29 1.50 0.04765 TRUE
7 Peak max (90 GL/a)+JSW(20 GL/a) 15.00 0.041 0.476 0.18 2.925 27.000 0.15 0.150 27.003 6097.65 1.38E-05 34405.95 6,098 saturation 140.00 13,339 saturation 3.00E-06 4.00E-03 7.50E-05 1.00E-01 7.80E-05 1.04E-01 6.23E-03 3.74E-02 3.57E-05 4.76E-02 3.29 1.50 0.04765 TRUE
8 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 140.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.27E-05 0.00E+00 0.00 0.00 0 FALSE
9 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 140.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.27E-05 0.00E+00 0.00 0.00 0 FALSE
10 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 140.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.27E-05 0.00E+00 0.00 0.00 0 FALSE
REACH 2 Yandi discharge - Marillana Reach 2
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 150 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 2660 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 13 ET (m/s) ET = 30% evap 3.E-08 5.E-06 1.E-02 1050mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 3.E-05 8.E-02
Time to saturate alluvials (days) 54
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 13.50 0.0370 0.428 0.15 2.640 28.000 0.13 0.120 28.002 5290.98 1.18E-05 36316.49 5,291 saturation 150.00 11,233 saturation 3.11E-06 8.27E-03 7.78E-05 2.07E-01 8.09E-05 2.15E-01 1.33E-02 7.98E-02 3.81E-05 1.01E-01 6.79 3.20 0.10134407 TRUE
2 Peak max (90 GL/a) - d/s of operation #DIV/0! #DIV/0! n/a 150.00 n/a 3.50E-05 FALSE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC #DIV/0! #DIV/0! n/a 150.00 n/a 3.50E-05 FALSE
4 Peak max (90 GL/a)+JSW (5 GL/a) 13.50 0.037 0.428 0.15 2.640 28.000 0.13 0.120 28.002 5290.98 1.18E-05 36316.49 5,291 saturation 150.00 11,233 saturation 3.11E-06 8.27E-03 7.78E-05 2.07E-01 8.09E-05 2.15E-01 1.33E-02 7.98E-02 3.81E-05 1.01E-01 6.79 3.20 0.10134407 TRUE
5 Peak max (90 GL/a)+JSW (10 GL/a) 13.50 0.037 0.428 0.15 2.640 28.000 0.13 0.120 28.002 5290.98 1.18E-05 36316.49 5,291 saturation 150.00 11,233 saturation 3.11E-06 8.27E-03 7.78E-05 2.07E-01 8.09E-05 2.15E-01 1.33E-02 7.98E-02 3.81E-05 1.01E-01 6.79 3.20 0.10134407 TRUE
6 Peak max (90 GL/a)+JSW (15 GL/a) 13.50 0.037 0.428 0.15 2.640 28.000 0.13 0.120 28.002 5290.98 1.18E-05 36316.49 5,291 saturation 150.00 11,233 saturation 3.11E-06 8.27E-03 7.78E-05 2.07E-01 8.09E-05 2.15E-01 1.33E-02 7.98E-02 3.81E-05 1.01E-01 6.79 3.20 0.10134407 TRUE
7 Peak max (90 GL/a)+JSW(20 GL/a) 13.50 0.037 0.428 0.15 2.640 28.000 0.13 0.120 28.002 5290.98 1.18E-05 36316.49 5,291 saturation 150.00 11,233 saturation 3.11E-06 8.27E-03 7.78E-05 2.07E-01 8.09E-05 2.15E-01 1.33E-02 7.98E-02 3.81E-05 1.01E-01 6.79 3.20 0.10134407 TRUE
8 #DIV/0! #DIV/0! n/a 150.00 n/a 3.50E-05 FALSE
9 #DIV/0! #DIV/0! n/a 150.00 n/a 3.50E-05 FALSE
10 #DIV/0! #DIV/0! n/a 150.00 n/a 3.50E-05 FALSE
REACH 3 Yandi discharge - Marillana Reach 3
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 200 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 3129 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 16 ET (m/s) ET = 20% evap 2.E-08 4.E-06 1.E-02 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 4.E-05 1.E-01
Time to saturate alluvials (days) 67
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 10.30 0.0282 0.327 0.18 1.504 23.660 0.21 0.074 23.662 4778.95 1.20E-05 27163.15 4,779 saturation 200.00 6,940 saturation 2.63E-06 8.22E-03 6.57E-05 2.06E-01 6.84E-05 2.14E-01 1.39E-02 1.25E-01 4.71E-05 1.47E-01 6.75 4.64 0.14727943 TRUE
2 Peak max (90 GL/a) - d/s of operation 0.00 0.0000 0.000 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 200.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4.44E-05 0.00E+00 0.00 0.00 0 FALSE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC 0.00 0.0000 0.000 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 200.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4.44E-05 0.00E+00 0.00 0.00 0 FALSE
4 Peak max (90 GL/a)+JSW (5 GL/a) 10.30 0.0282 0.327 0.18 1.504 23.660 0.21 0.074 23.662 4778.95 1.20E-05 27163.15 4,779 saturation 200.00 6,940 saturation 2.63E-06 8.22E-03 6.57E-05 2.06E-01 6.84E-05 2.14E-01 1.39E-02 1.25E-01 4.71E-05 1.47E-01 6.75 4.64 0.14727943 TRUE
5 Peak max (90 GL/a)+JSW (10 GL/a) 10.30 0.0282 0.327 0.18 1.504 23.660 0.21 0.074 23.662 4778.95 1.20E-05 27163.15 4,779 saturation 200.00 6,940 saturation 2.63E-06 8.22E-03 6.57E-05 2.06E-01 6.84E-05 2.14E-01 1.39E-02 1.25E-01 4.71E-05 1.47E-01 6.75 4.64 0.14727943 TRUE
6 Peak max (90 GL/a)+JSW (15 GL/a) 10.30 0.0282 0.327 0.18 1.504 23.660 0.21 0.074 23.662 4778.95 1.20E-05 27163.15 4,779 saturation 200.00 6,940 saturation 2.63E-06 8.22E-03 6.57E-05 2.06E-01 6.84E-05 2.14E-01 1.39E-02 1.25E-01 4.71E-05 1.47E-01 6.75 4.64 0.14727943 TRUE
7 Peak max (90 GL/a)+JSW(20 GL/a) 10.30 0.0282 0.327 0.18 1.504 23.660 0.21 0.074 23.662 4778.95 1.20E-05 27163.15 4,779 saturation 200.00 6,940 saturation 2.63E-06 8.22E-03 6.57E-05 2.06E-01 6.84E-05 2.14E-01 1.39E-02 1.25E-01 4.71E-05 1.47E-01 6.75 4.64 0.14727943 TRUE
8 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 200.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4.44E-05 0.00E+00 0.00 0.00 0 FALSE
9 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 200.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4.44E-05 0.00E+00 0.00 0.00 0 FALSE
10 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 200.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4.44E-05 0.00E+00 0.00 0.00 0 FALSE
REACH 1 Yandi discharge - Marillana Reach 4 (DO3, DO8, DO1/4 and DO5)
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 120 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 5172 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 2 ET (m/s) ET = 17% evap 2.E-08 2.E-06 1.E-02 600mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 2.E-05 1.E-01
Time to saturate alluvials (days) 8
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 35.22 0.0965 1.117 0.27 4.313 27.928 0.20 0.180 27.928 13841.06 2.15E-05 51974.21 13,841 saturation 120.00 37,994 saturation 3.10E-06 1.60E-02 7.76E-05 4.01E-01 8.07E-05 4.17E-01 1.18E-02 1.24E-01 2.94E-05 1.52E-01 13.16 4.79 0.152 TRUE
2 Peak max (90 GL/a) - d/s of operation 0.00 0.0000 0.000 0.00 0.000 0.000 0.00 0.000 0.000 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 120.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 2.63E-05 0.00E+00 0.00 0.00 0 FALSE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC 0.00 0.0000 0.000 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 120.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 2.63E-05 0.00E+00 0.00 0.00 0 FALSE
4 Peak max (90 GL/a)+JSW (5 GL/a) 35.22 0.0965 1.117 0.27 4.313 27.928 0.20 0.180 27.928 13841.06 2.15E-05 51974.21 13,841 saturation 120.00 37,994 saturation 3.10E-06 1.60E-02 7.76E-05 4.01E-01 8.07E-05 4.17E-01 1.18E-02 1.24E-01 2.94E-05 1.52E-01 13.16 4.79 0.152 TRUE
5 Peak max (90 GL/a)+JSW (10 GL/a) 35.22 0.0965 1.117 0.27 4.313 27.928 0.20 0.180 27.928 13841.06 2.15E-05 51974.21 13,841 saturation 120.00 37,994 saturation 3.10E-06 1.60E-02 7.76E-05 4.01E-01 8.07E-05 4.17E-01 1.18E-02 1.24E-01 2.94E-05 1.52E-01 13.16 4.79 0.152 TRUE
6 Peak max (90 GL/a)+JSW (15 GL/a) 35.22 0.0965 1.117 0.27 4.313 27.928 0.20 0.180 27.928 13841.06 2.15E-05 51974.21 13,841 saturation 120.00 37,994 saturation 3.10E-06 1.60E-02 7.76E-05 4.01E-01 8.07E-05 4.17E-01 1.18E-02 1.24E-01 2.94E-05 1.52E-01 13.16 4.79 0.152 TRUE
7 Peak max (90 GL/a)+JSW (20 GL/a) 35.22 0.0965 1.117 0.27 4.313 27.928 0.20 0.180 27.928 13841.06 2.15E-05 51974.21 13,841 saturation 120.00 37,994 saturation 3.10E-06 1.60E-02 7.76E-05 4.01E-01 8.07E-05 4.17E-01 1.18E-02 1.24E-01 2.94E-05 1.52E-01 13.16 4.79 0.152 TRUE
8 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 120.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 2.63E-05 0.00E+00 0.00 0.00 0 FALSE
9 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 120.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 2.63E-05 0.00E+00 0.00 0.00 0 FALSE
10 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 120.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 2.63E-05 0.00E+00 0.00 0.00 0 FALSE
Yandicoogina baseline hydrology Page 49 of 60
REACH 1 Yandi discharge - Marillana Reach 5 (DO2)
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 280 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 3664 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 18 ET (m/s) ET = 17% evap 2.E-08 5.E-06 2.E-02 600mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 6.E-05 2.E-01
Time to saturate alluvials (days) 75
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 32.26 0.0884 1.023 0.22 4.616 39.025 0.20 0.130 39.025 9072.85 2.50E-05 40848.02 9,073 saturation 280.00 15,574 saturation 4.33E-06 1.59E-02 1.08E-04 3.97E-01 1.13E-04 4.13E-01 1.96E-02 2.05E-01 6.57E-05 2.41E-01 13.03 7.59 0.24063 TRUE
2 Peak max (90 GL/a) - d/s of operation 0.00 0.0000 0.000 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 280.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 6.13E-05 0.00E+00 0.00 0.00 0 FALSE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC 0.00 0.0000 0.000 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 280.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 6.13E-05 0.00E+00 0.00 0.00 0 FALSE
4 Peak max (90 GL/a)+JSW (5 GL/a) 37.26 0.1021 1.181 0.24 5.208 39.835 0.20 0.145 39.835 10266.03 2.73E-05 43239.64 10,266 saturation 280.00 17,963 saturation 4.42E-06 1.62E-02 1.11E-04 4.05E-01 1.15E-04 4.22E-01 1.96E-02 2.05E-01 6.58E-05 2.41E-01 13.30 7.60 0.24096 TRUE
5 Peak max (90 GL/a)+JSW (10 GL/a) 42.26 0.1158 1.340 0.24 5.408 40.106 0.20 0.150 40.106 11565.37 2.81E-05 47719.33 11,565 saturation 280.00 20,365 saturation 4.45E-06 1.63E-02 1.11E-04 4.08E-01 1.16E-04 4.24E-01 1.96E-02 2.05E-01 6.58E-05 2.41E-01 13.39 7.60 0.24107 TRUE
6 Peak max (90 GL/a)+JSW (15 GL/a) 47.26 0.1295 1.498 0.26 6.015 40.916 0.20 0.165 40.916 12677.66 3.03E-05 49378.45 12,678 saturation 280.00 22,743 saturation 4.54E-06 1.66E-02 1.14E-04 4.16E-01 1.18E-04 4.33E-01 1.96E-02 2.05E-01 6.59E-05 2.41E-01 13.66 7.61 0.2414 TRUE
7 Peak max (90 GL/a)+JSW (20 GL/a) 52.26 0.1432 1.657 0.26 6.015 40.916 0.20 0.165 40.916 14019.06 3.03E-05 54603.08 14,019 saturation 280.00 25,150 saturation 4.54E-06 1.66E-02 1.14E-04 4.16E-01 1.18E-04 4.33E-01 1.96E-02 2.05E-01 6.59E-05 2.41E-01 13.66 7.61 0.2414 TRUE
8 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 280.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 6.13E-05 0.00E+00 0.00 0.00 0 FALSE
9 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 280.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 6.13E-05 0.00E+00 0.00 0.00 0 FALSE
10 #DIV/0! 0.00E+00 #DIV/0! 0 n/a 280.00 0 n/a 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 6.13E-05 0.00E+00 0.00 0.00 0 FALSE
REACH 2 Yandi discharge - Marillana Reach 6
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 460 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 3106 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 30 ET (m/s) ET = 30% evap 3.E-08 2.E-05 5.E-02 1050mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 9.E-05 3.E-01
Time to saturate alluvials (days) 125
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 24.67 0.0676 0.782 0.21 4.096 35.025 0.19 0.130 35.025 7730.69 2.14E-05 36597.17 7,731 saturation 460.00 7,034 saturation 3.89E-06 1.21E-02 9.73E-05 3.02E-01 1.01E-04 3.14E-01 4.76E-02 2.86E-01 1.11E-04 3.45E-01 9.91 10.89 0.31421449 FALSE
2 Peak max (90 GL/a) - d/s of operation 46.39 0.1271 1.471 0.26 5.915 37.727 0.19 0.180 37.727 13498.30 2.80E-05 52560.32 13,498 saturation 460.00 13,193 saturation 4.19E-06 1.30E-02 1.05E-04 3.25E-01 1.09E-04 3.38E-01 4.76E-02 2.86E-01 1.12E-04 3.46E-01 10.67 10.92 0.33845338 FALSE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC 31.39 0.0860 0.995 0.23 4.628 35.835 0.19 0.145 35.835 9615.97 2.34E-05 42612.06 9,616 saturation 460.00 8,944 saturation 3.98E-06 1.24E-02 9.95E-05 3.09E-01 1.04E-04 3.21E-01 4.76E-02 2.86E-01 1.11E-04 3.46E-01 10.14 10.90 0.32148595 FALSE
4 Peak max (90 GL/a)+JSW (5 GL/a) 29.66 0.081 0.940 0.23 4.628 35.835 0.19 0.145 35.835 9084.23 2.34E-05 40255.72 9,084 saturation 460.00 8,450 saturation 3.98E-06 1.24E-02 9.95E-05 3.09E-01 1.04E-04 3.21E-01 4.76E-02 2.86E-01 1.11E-04 3.46E-01 10.14 10.90 0.32148595 FALSE
5 Peak max (90 GL/a)+JSW (10 GL/a) 34.65 0.095 1.099 0.23 4.808 36.106 0.19 0.150 36.106 10535.31 2.40E-05 45742.90 10,535 saturation 460.00 9,871 saturation 4.01E-06 1.24E-02 1.00E-04 3.11E-01 1.04E-04 3.24E-01 4.76E-02 2.86E-01 1.11E-04 3.46E-01 10.21 10.90 0.32391012 FALSE
6 Peak max (90 GL/a)+JSW (15 GL/a) 39.64 0.109 1.257 0.24 5.171 36.646 0.19 0.160 36.646 11874.55 2.53E-05 49599.83 11,875 saturation 460.00 11,286 saturation 4.07E-06 1.26E-02 1.02E-04 3.16E-01 1.06E-04 3.29E-01 4.76E-02 2.86E-01 1.11E-04 3.46E-01 10.37 10.91 0.32875775 FALSE
7 Peak max (90 GL/a)+JSW (20 GL/a) 44.64 0.122 1.416 0.26 5.915 37.727 0.19 0.180 37.727 12989.18 2.80E-05 50577.90 12,989 saturation 460.00 12,696 saturation 4.19E-06 1.30E-02 1.05E-04 3.25E-01 1.09E-04 3.38E-01 4.76E-02 2.86E-01 1.12E-04 3.46E-01 10.67 10.92 0.33845338 FALSE
8 Peak max (90 GL/a)+JSW (5 GL/a) - d/s of operation 51.39 0.1408 1.630 0.27 6.295 38.267 0.19 0.190 38.267 14741.95 2.93E-05 55594.03 14,742 saturation 460.00 14,607 saturation 4.25E-06 1.32E-02 1.06E-04 3.30E-01 1.11E-04 3.43E-01 4.76E-02 2.86E-01 1.12E-04 3.46E-01 10.83 10.93 0.34330102 FALSE
9 Peak max (90 GL/a)+JSW (10 GL/a) - d/s of operation 56.39 0.1545 1.788 0.27 6.295 38.267 0.19 0.190 38.267 16176.21 2.93E-05 61002.82 16,176 saturation 460.00 16,029 saturation 4.25E-06 1.32E-02 1.06E-04 3.30E-01 1.11E-04 3.43E-01 4.76E-02 2.86E-01 1.12E-04 3.46E-01 10.83 10.93 0.34330102 FALSE
10 Peak max (90 GL/a)+JSW (15 GL/a) - d/s of operation 61.39 0.1682 1.947 0.27 6.295 38.267 0.19 0.190 38.267 17610.46 2.93E-05 66411.61 17,610 saturation 460.00 17,450 saturation 4.25E-06 1.32E-02 1.06E-04 3.30E-01 1.11E-04 3.43E-01 4.76E-02 2.86E-01 1.12E-04 3.46E-01 10.83 10.93 0.34330102 FALSE
11 Peak max (90 GL/a)+JSW (20 GL/a) - d/s of operation 66.39 0.1819 2.105 0.29 7.467 39.888 0.20 0.220 39.888 18270.72 3.33E-05 63212.33 18,271 saturation 460.00 18,840 saturation 4.43E-06 1.37E-02 1.11E-04 3.44E-01 1.15E-04 3.58E-01 4.76E-02 2.86E-01 1.12E-04 3.47E-01 11.28 10.94 0.34702281 TRUE
REACH 1 HD1 discharge - Weeli Wolli Reach 1
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 200 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 4500 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 30 ET (m/s) ET = 20% evap 2.E-08 4.E-06 2.E-02 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) -5.E-08 -1.E-05 -5.E-02
Time to saturate alluvials (days) 125 Weeli Wolli Spring Baseflow 4.2 ML/day
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
2 Peak max (90 GL/a) - d/s of operation 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
4 Peak max (90 GL/a)+JSW (5 GL/a) 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
5 Peak max (90 GL/a)+JSW (10 GL/a) 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
6 Peak max (90 GL/a)+JSW (15 GL/a) 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
7 Peak max (90 GL/a)+JSW (20 GL/a) 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
8 Peak max (90 GL/a)+JSW(5 GL/a) - d/s of operation 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
9 Peak max (90 GL/a)+JSW(10 GL/a) - d/s of operation 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
10 Peak max (90 GL/a)+JSW(15 GL/a) - d/s of operation 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
11 Peak max (90 GL/a)+JSW(20 GL/a) - d/s of operation 40.00 0.110 1.268 0.13 25.000 25.000 17563.12 9.39E-06 135100.90 17,563 saturation 200.00 175,824 saturation 2.77E-06 1.25E-02 6.94E-05 3.13E-01 7.22E-05 3.25E-01 2.00E-02 -4.86E-02 -3.59E-06 -1.61E-02 10.25 -0.51 -0.0161 TRUE
Yandicoogina baseline hydrology Page 50 of 60
REACH 2 HD1 discharge - Weeli Wolli Reach 2
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 150 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 8270 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 30 ET (m/s) ET = 20% evap 2.2.E-08 3.E-06 3.E-02 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 3.E-05 2.E-01
Time to saturate alluvials (days) 125
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
2 Peak max (90 GL/a) - d/s of operation 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
4 Peak max (90 GL/a)+JSW (5 GL/a) 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
5 Peak max (90 GL/a)+JSW (10 GL/a) 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
6 Peak max (90 GL/a)+JSW (15 GL/a) 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
7 Peak max (90 GL/a)+JSW (20 GL/a) 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
8 Peak max (90 GL/a)+JSW(5 GL/a) - d/s of operation 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
9 Peak max (90 GL/a)+JSW(10 GL/a) - d/s of operation 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
10 Peak max (90 GL/a)+JSW(15 GL/a) - d/s of operation 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
11 Peak max (90 GL/a)+JSW(20 GL/a) - d/s of operation 40.51 0.1110 1.285 0.13 25.000 25.000 17786.72 9.39E-06 136820.91 17,787 saturation 150.00 35,579 saturation 2.77E-06 2.29E-02 6.94E-05 5.74E-01 7.22E-05 5.97E-01 2.75E-02 2.48E-01 3.61E-05 2.99E-01 18.83 9.42 0.2985812 TRUE
REACH 1 HD1 + Yandi discharge - Weeli Wolli Reach 3 (DO6)
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 77 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 2350 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 10 ET (m/s) ET = 20% evap 2.E-08 2.E-06 4.E-03 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 2.E-05 4.E-02
Time to saturate alluvials (days) 42
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
2 Peak max (90 GL/a) - d/s of operation 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
4 Peak max (90 GL/a)+JSW (5 GL/a) 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
5 Peak max (90 GL/a)+JSW (10 GL/a) 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
6 Peak max (90 GL/a)+JSW (15 GL/a) 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
7 Peak max (90 GL/a)+JSW (20 GL/a) 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
8 Peak max (90 GL/a)+JSW(5 GL/a) - d/s of operation 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
9 Peak max (90 GL/a)+JSW(10 GL/a) - d/s of operation 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
10 Peak max (90 GL/a)+JSW(15 GL/a) - d/s of operation 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
11 Peak max (90 GL/a)+JSW(20 GL/a) - d/s of operation 34.70 0.0951 1.100 0.28 4.293 32.228 0.23 0.145 32.228 11819.20 2.59E-05 42424.14 11,819 saturation 77.00 53,193 saturation 3.58E-06 8.41E-03 8.95E-05 2.10E-01 9.31E-05 2.19E-01 4.02E-03 3.62E-02 2.07E-05 4.86E-02 6.90 1.53 0.04861 TRUE
REACH 2 HD1 + Yandi discharge - Weeli Wolli Reach 4
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 80 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 4620 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 26 ET (m/s) ET = 20% evap 2.22.E-08 2.E-06 8.E-03 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 2.E-05 7.E-02
Time to saturate alluvials (days) 108
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
1 Peak max (90 GL/a) 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
2 Peak max (90 GL/a) - d/s of operation 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
4 Peak max (90 GL/a)+JSW (5 GL/a) 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
5 Peak max (90 GL/a)+JSW (10 GL/a) 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
6 Peak max (90 GL/a)+JSW (15 GL/a) 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
7 Peak max (90 GL/a)+JSW (20 GL/a) 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
8 Peak max (90 GL/a)+JSW(5 GL/a) - d/s of operation 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
9 Peak max (90 GL/a)+JSW(10 GL/a) - d/s of operation 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
10 Peak max (90 GL/a)+JSW(15 GL/a) - d/s of operation 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
11 Peak max (90 GL/a)+JSW(20 GL/a) - d/s of operation 33.17 0.0909 1.052 0.26 4.130 33.000 0.22 0.140 33.006 11030.98 2.50E-05 42117.96 11,031 saturation 80.00 49,059 saturation 3.66E-06 1.69E-02 9.17E-05 4.24E-01 9.53E-05 4.40E-01 8.20E-03 7.39E-02 2.14E-05 9.90E-02 13.89 3.12 0.09904462 TRUE
Yandicoogina baseline hydrology Page 51 of 60
REACH 1 HD1 + Yandi discharge - Weeli Wolli Reach 5
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Stream Alluvials Rates m/s
width per
m/s
reach total
m3/s
Base width HECRAS INPUT Riparian veg width (m) 500 Infiltration (mm/h) 10 2.78E-06
Side slopes (1: x) HECRAS INPUT channel length (m) 8069 Evaporation (mm/y) 3500 1.11E-07
Mannings No, n HECRAS INPUT channel depth (m) 32 ET (m/s) ET = 20% evap 2.E-08 1.E-05 9.E-02 700mm/year
Slope, Sf HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-07 1.E-04 8.E-01
Time to saturate alluvials (days) 133
Water Balance
FLOW CONDITIONS Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
Scenarios name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW
footprint
loss per
year per
Groundwat
er loss per
year per
reach (GL)
Limited
loss to
next
reach
Potential
for
ponding
1 Peak max (90 GL/a) 44.80 0.1227 1.421 0.23 6.788 50.500 0.19 0.150 50.504 9737.63 3.33E-05 42655.69 9,738 saturation 500.00 12,173 saturation 5.60E-06 4.52E-02 1.40E-04 1.13E+00 1.46E-04 1.18E+00 8.96E-02 8.07E-01 1.17E-04 9.42E-01 37.13 29.70 0.94173 TRUE
2 Peak max (90 GL/a) - d/s of operation 65.76 0.1802 2.085 0.25 7.812 51.900 0.19 0.170 51.905 13907.80 3.69E-05 56496.17 13,908 saturation 500.00 17,845 saturation 5.76E-06 4.65E-02 1.44E-04 1.16E+00 1.50E-04 1.21E+00 8.96E-02 8.07E-01 1.17E-04 9.43E-01 38.16 29.74 0.94298 TRUE
3 Peak max (90 GL/a) - d/s of operation;BHP in JC 51.30 0.1405 1.627 0.22 6.286 49.804 0.19 0.140 49.804 11306.30 3.15E-05 51644.65 11,306 saturation 500.00 13,948 saturation 5.53E-06 4.46E-02 1.38E-04 1.12E+00 1.44E-04 1.16E+00 8.96E-02 8.07E-01 1.17E-04 9.41E-01 36.61 29.68 0.94111 TRUE
4 Peak max (90 GL/a)+JSW (5 GL/a) 49.56 0.1358 1.572 0.23 7.041 50.854 0.19 0.155 50.854 10698.07 3.42E-05 45942.89 10,698 saturation 500.00 13,462 saturation 5.64E-06 4.55E-02 1.41E-04 1.14E+00 1.47E-04 1.19E+00 8.96E-02 8.07E-01 1.17E-04 9.42E-01 37.38 29.71 0.94205 TRUE
5 Peak max (90 GL/a)+JSW (10 GL/a) 54.48 0.1493 1.728 0.24 7.553 51.555 0.19 0.165 51.555 11600.32 3.60E-05 47975.44 11,600 saturation 500.00 14,789 saturation 5.72E-06 4.62E-02 1.43E-04 1.16E+00 1.49E-04 1.20E+00 8.96E-02 8.07E-01 1.17E-04 9.43E-01 37.90 29.73 0.94267 TRUE
6 Peak max (90 GL/a)+JSW (15 GL/a) 59.32 0.1625 1.881 0.25 7.812 51.900 0.19 0.170 51.905 12545.00 3.69E-05 50960.21 12,545 saturation 500.00 16,096 saturation 5.76E-06 4.65E-02 1.44E-04 1.16E+00 1.50E-04 1.21E+00 8.96E-02 8.07E-01 1.17E-04 9.43E-01 38.16 29.74 0.94298 TRUE
7 Peak max (90 GL/a)+JSW (20 GL/a) 64.01 0.1754 2.030 0.27 9.400 54.006 0.19 0.200 54.006 13011.07 4.23E-05 47969.58 13,011 saturation 500.00 17,336 saturation 5.99E-06 4.84E-02 1.50E-04 1.21E+00 1.56E-04 1.26E+00 8.96E-02 8.07E-01 1.17E-04 9.45E-01 39.70 29.80 0.94487 TRUE
8 Peak max (90 GL/a)+JSW(5 GL/a) - d/s of operation 70.61 0.1935 2.239 0.27 9.400 54.006 0.19 0.200 54.006 14351.93 4.23E-05 52913.08 14,352 saturation 500.00 19,122 saturation 5.99E-06 4.84E-02 1.50E-04 1.21E+00 1.56E-04 1.26E+00 8.96E-02 8.07E-01 1.17E-04 9.45E-01 39.70 29.80 0.94487 TRUE
9 Peak max (90 GL/a)+JSW(10 GL/a) - d/s of operation 75.61 0.2072 2.398 0.27 9.400 54.006 0.19 0.200 54.006 15368.20 4.23E-05 56659.92 15,368 saturation 500.00 20,476 saturation 5.99E-06 4.84E-02 1.50E-04 1.21E+00 1.56E-04 1.26E+00 8.96E-02 8.07E-01 1.17E-04 9.45E-01 39.70 29.80 0.94487 TRUE
10 Peak max (90 GL/a)+JSW(15 GL/a) - d/s of operation 80.61 0.2209 2.556 0.27 9.400 54.006 0.19 0.200 54.006 16384.48 4.23E-05 60406.75 16,384 saturation 500.00 21,830 saturation 5.99E-06 4.84E-02 1.50E-04 1.21E+00 1.56E-04 1.26E+00 8.96E-02 8.07E-01 1.17E-04 9.45E-01 39.70 29.80 0.94487 TRUE
11 Peak max (90 GL/a)+JSW(20 GL/a) - d/s of operation 85.49 0.2342 2.711 0.27 9.400 54.006 0.19 0.200 54.006 17376.90 4.23E-05 64065.64 17,377 saturation 500.00 23,152 saturation 5.99E-06 4.84E-02 1.50E-04 1.21E+00 1.56E-04 1.26E+00 8.96E-02 8.07E-01 1.17E-04 9.45E-01 39.70 29.80 0.94487 TRUE
HD1 + Yandi discharge - Weeli Wolli Reach 6
PHYSICAL CREEK CHARACTERISTICS Riparian zone = 1, No riparian = 0 1
Alluvials Rates m/s
wdith per
m/s
reach total
m3/s
HECRAS INPUT Riparian veg width (m) 285 Infiltration (mm/h) 10 2.78E-06
HECRAS INPUT channel length (m) 10728 Evaporation (mm/y) 3500 1.11E-07
HECRAS INPUT channel depth (m) 32 ET (m/s) ET = 15% evap 1.70.E-08 5.E-06 5.E-02 536mm/year
HECRAS INPUT porosity 0.2 loss past roots (m/s) 2.E-06 6.E-04 6.E+00
Time to saturate alluvials (days) 133
Water Balance
Data from HECRAS averages Surfacxe water Groundwater Evaporation loss Infiltration loss SW footprint loss ET loss Past root zone lossGroundwater loss
name
Reach
volume GL/y
Reach peak
volume
(GL/d)
Reach peak
m3/s
Ave Velocity
(m/s)
Ave Flow
Area (m2)
Ave Top
Width (m) Froude no
Ave Water
Depth (m)
Wetted
Perimeter
distance to
zero volume
(m)
loss m3 per
second
time peak
volume to
zero (s)
distance to
zero volume
(m)
Surface
water
footprint
Riparian
recharge
influence
steady state
distance (m)
Steady
state
footprint
width per
m/s total m3/s
width per
m/s total m3/s
width per
m/s total m3/s total m3/s total m3/s
width per
m/s total m3/s
SW footprint
loss per year
per reach
(GL)
Groundwater
loss per year
per reach
(GL)
Limited loss
to next reach
(m3/s)
Potential for
ponding
Peak max (90 GL/a) 15.10 0.0414 0.479 0.18 3.614 43.300 0.20 0.090 43.303 3828.72 2.30E-05 20808.65 3,829 30,965 285.00 826 27,963 4.81E-06 1.84E-02 1.20E-04 4.61E-01 1.25E-04 4.79E-01 4.00E-03 4.71E-01 5.80E-04 4.93E-01 15.10 15.56 0.47893617 FALSE
Peak max (90 GL/a) - d/s of operation 36.03 0.0987 1.142 0.22 4.944 45.403 0.20 0.120 45.403 8709.66 2.88E-05 39640.71 8,710 19,885 285.00 1,970 13,145 5.04E-06 4.39E-02 1.26E-04 1.10E+00 1.31E-04 1.14E+00 9.53E-03 1.12E+00 5.80E-04 1.18E+00 36.03 37.10 1.14235555 FALSE
Peak max (90 GL/a) - d/s of operation;BHP in JC 21.62 0.0592 0.686 0.17 3.184 42.602 0.19 0.080 42.602 5570.53 2.10E-05 32583.93 5,571 16,746 285.00 1,183 12,358 4.73E-06 2.63E-02 1.18E-04 6.59E-01 1.23E-04 6.86E-01 5.72E-03 6.74E-01 5.80E-04 7.06E-01 21.62 22.27 0.68555324 FALSE
Peak max (90 GL/a)+JSW (5 GL/a) 19.85 0.0544 0.630 0.20 4.050 44.003 0.20 0.100 44.003 4952.78 2.50E-05 25215.46 4,953 32,089 285.00 1,086 28,222 4.88E-06 2.42E-02 1.22E-04 6.05E-01 1.27E-04 6.30E-01 5.26E-03 6.19E-01 5.80E-04 6.48E-01 19.85 20.45 0.62956725 FALSE
Peak max (90 GL/a)+JSW (10 GL/a) 24.75 0.0678 0.785 0.22 4.944 45.403 0.20 0.120 45.403 5984.72 2.88E-05 27238.57 5,985 33,121 285.00 1,354 28,490 5.04E-06 3.02E-02 1.26E-04 7.55E-01 1.31E-04 7.85E-01 6.55E-03 7.72E-01 5.80E-04 8.08E-01 24.75 25.49 0.78495405 FALSE
Peak max (90 GL/a)+JSW (15 GL/a) 29.58 0.0810 0.938 0.22 4.944 45.403 0.20 0.120 45.403 7151.72 2.88E-05 32549.99 7,152 34,288 285.00 1,618 28,754 5.04E-06 3.60E-02 1.26E-04 9.02E-01 1.31E-04 9.38E-01 7.83E-03 9.22E-01 5.80E-04 9.66E-01 29.58 30.46 0.93801701 FALSE
Peak max (90 GL/a)+JSW (20 GL/a) 34.22 0.0937 1.085 0.22 4.944 45.403 0.20 0.120 45.403 8272.24 2.88E-05 37649.88 8,272 35,408 285.00 1,871 29,007 5.04E-06 4.17E-02 1.26E-04 1.04E+00 1.31E-04 1.08E+00 9.05E-03 1.07E+00 5.80E-04 1.12E+00 34.22 35.23 1.08498426 FALSE
Peak max (90 GL/a)+JSW(5 GL/a) - d/s of operation 40.81 0.1118 1.294 0.24 5.866 46.804 0.21 0.140 46.804 9571.87 3.26E-05 39666.55 9,572 20,747 285.00 2,231 13,406 5.19E-06 4.97E-02 1.30E-04 1.24E+00 1.35E-04 1.29E+00 1.08E-02 1.27E+00 5.80E-04 1.33E+00 40.81 42.02 1.29417078 FALSE
Peak max (90 GL/a)+JSW(10 GL/a) - d/s of operation 45.81 0.1255 1.453 0.24 5.866 46.804 0.21 0.140 46.804 10744.52 3.26E-05 44526.10 10,745 saturation 285.00 2,505 13,680 5.19E-06 5.57E-02 1.30E-04 1.39E+00 1.35E-04 1.45E+00 1.21E-02 1.43E+00 5.80E-04 1.50E+00 45.74 47.16 1.45051155 FALSE
Peak max (90 GL/a)+JSW(15 GL/a) - d/s of operation 50.81 0.1392 1.611 0.24 5.866 46.804 0.21 0.140 46.804 11917.17 3.26E-05 49385.65 11,917 saturation 285.00 2,778 13,953 5.19E-06 5.57E-02 1.30E-04 1.39E+00 1.35E-04 1.45E+00 1.34E-02 1.58E+00 5.80E-04 1.65E+00 45.74 52.12 1.45051155 FALSE
Peak max (90 GL/a)+JSW(20 GL/a) - d/s of operation 55.70 0.1526 1.766 0.24 5.866 46.804 0.21 0.140 46.804 13062.30 3.26E-05 54131.13 13,062 saturation 285.00 3,045 14,220 5.19E-06 5.57E-02 1.30E-04 1.39E+00 1.35E-04 1.45E+00 1.47E-02 1.74E+00 5.80E-04 1.81E+00 45.74 56.95 1.45051155 FALSE
Yandicoogina baseline hydrology Page 52 of 60
Addendums– Scenario 7 to 9 including BHPBIO
Jinidi
Yandicoogina baseline hydrology Page 53 of 60
Scenario 7: Comparison of different discharge rate combinations
This scenario investigates the response of the creek systems by changing the combination of
the volume discharged from Hope Downs 1 and RTIO Yandicoogina. The 90, 95, 100 GL/year
discharge rate options were investigated, which are equivalent to existing Scenarios 7d, 7e and
7f but with different discharge rate combinations.
Modelling results
A comparison of the discharge volumes and the subsequent estimated footprint distances for
the existing and additional scenarios are shown in Table 11. The differences between the
estimated discharge footprints for the existing and additional scenarios are less than 0.3 %.
Based on the model results, it was determined that changing the combination of the volume
discharged from Hope Downs 1 or RTIO Yandicoogina would unlikely to have a notable effect
on the footprint distances
Table 11: A comparison of the discharge volumes and estimated footprint distances for the existing and
additional 90, 95 and 100 GL/year discharge rate options
Discharge rate (GL/year) Maximum footprint (km)
Total BHPBIO
Yandi
RTIO
Yandi
Hope
Downs 1
Proposed
Marillana Creek
outlet
Hope Downs
1 outlet
Weeli Wolli –
Marillana Creek
confluence
90 (7d) 15 40 35 16.1 32.7 12.9
95 (7e) 15 40 40 17.2 33.9 14.1
100(7f) 15 45 40 18.3 35.0 15.2
90 15 45 30 16.0 32.7 12.9
95 15 45 35 17.2 33.8 14.1
100 15 50 35 18.3 34.9 15.2
Bold – existing scenarios
Italic – additional scenarios
Yandicoogina baseline hydrology Page 54 of 60
Scenario 8: Hope Downs 1 discharge rate options
In this scenario we investigate the response of the Weeli Wolli Creek system from Hope Downs
1 discharge alone, at a continual rate of 25 (the current average discharge rate), 30, 35 and 40
(the licensed maximum abstraction rate) GL/year. This scenario investigates the contribution
of Hope Downs 1 water on the progression of the wetting front along Weeli Wolli Creek.
Modelling results
The footprint distances, measured downstream from the Hope Downs 1 discharge location and
the confluence of Marillana and Weeli Wolli Creeks, for the modelled discharge options are
presented in Figure 30 and are summarised in Table 12. Modelling indicated that the
footprint distance would extend from approximately 3.2 km to 7.3 km down gradient from the
Weeli Wolli – Marillana Creek confluence for modelled volumes 25 GL/year to 40 GL/year,
the maximum volume modelled. It is assumed that the creek conditions are uniform for 8 km
downstream from the confluence of Marillana and Weeli Wolli Creeks. As all of the footprints
for the modelled scenarios terminate within this reach, it is expected that the footprint
distance would increase linearly with discharge (Figure 31 and Figure 32).
Table 12: Estimated discharge footprints for Weeli Wolli Creek for different discharge options
Scenario 8 Weeli Wolli Creek from Hope Downs 1 discharge
outlet
Footprint distance past the
confluence of Marillana
and Weeli Wolli Creeks
(km) Steady state
distance (km)
Surface water
expression (km)
Maximum
footprint (km)
a: 25 GL/year 22.9 22.6 22.9 3.2
b: 30 GL/year 24.3 23.8 24.3 4.6
c: 35 GL/year 25.6 24.9 25.6 5.9
d: 40 GL/year 27.0 25.9 27.0 7.3
Yandicoogina baseline hydrology Page 55 of 60
Figure 30: Estimated discharge footprints for Marillana and Weeli Wolli Creeks for different discharge rates.
Yandicoogina baseline hydrology Page 56 of 60
From Hope Downs 1 outlet
10
15
20
25
30
35
10 15 20 25 30 35 40 45 50
Discharge volume (GL/year)
Max f
oo
tpri
nt
(km
)
Discharge footprints Discharge footprints (+/- 10%)
Figure 31: A plot of discharge volume versus maximum footprint measured from the Hope Downs 1 discharge
outlet (with +/- 10 % error margin). The plot shows a linear increase in footprint distance with discharge.
From Weeli Wolli - Marillana Creek confluence
0
2
4
6
8
10
10 15 20 25 30 35 40 45 50
Discharge volume (GL/year)
Max f
oo
tpri
nt
(km
)
Discharge footprints Discharge footprints (+/- 10%)
Figure 32: A plot of discharge volume versus maximum footprint measured from the Weeli Wolli – Marillana
Creek confluence (with +/- 10 % error margin). The plot shows a linear increase in footprint distance with
discharge.
Yandicoogina baseline hydrology Page 57 of 60
Scenario 9: Impacts of dewatering discharge from the BHP Jinidi Iron Ore Project
The BHP Jinidi Project is located approximately 12 km east of the RTIO Hope Downs 1 mine.
Based on the information provided in their referral document (BHPBIO 2011), groundwater
abstraction as required for operation could be up to 7 GL/year. Mine-derived water would be
used for construction and operational purposes but there is the potential for surplus
groundwater to be discharged into local watercourses in the catchment. The proposed location
for disposal of surplus water is to the south of the Project Area, approximately 17 km upstream
of the Hope Downs 1 discharge outlet. For the purpose of this study, a „one-reach‟ discharge
model was developed to assess the contribution of Jinidi water, at a continual rate of 1, 3, 5
and 7 (the maximum predicted abstraction rate) GL/year, on the progression of the wetting
front along Weeli Wolli Creek. (It is important to note that results from the model are
preliminary and that additional survey data and reach breakdowns are recommended if more
comprehensive assessment of the impacts is required.)
Modelling results
Results for the modelled discharge rates are presented in Figure 33 and are summarised in
Table 13. The cumulative effects associated with surplus water discharge from the BHPBIO
Yandi, RTIO Yandi and Hope Downs 1 operations (Scenario 6) and from the proposed
BHPBIO Jinidi mine along Marillana and Weeli Wolli Creek systems are illustrated in Figure
34.
It was demonstrated that surplus water released from the proposed Jinidi outlet would
terminate before the Hope Downs 1 discharge location and therefore would not contribute to
the footprint distances estimated at Weeli Wolli Creek. Based on the preliminary modelling
results, a discharge footprint of 11.3 km was estimated for the maximum modelled 7 GL/year.
Table 13: Estimated discharge footprints for Weeli Wolli Creek from the proposed BHPBIO Jinidi discharge
outlet
Scenario 9 Weeli Wolli Creek from the proposed Jinidi discharge outlet
Steady state distance
(km)
Surface water
expression (km)
Maximum footprint
(km)
a: 1 GL/year 1.6 0.9 1.6
b: 3 GL/year 4.9 2.4 4.9
c: 5 GL/year 8.1 3.9 8.1
d: 7 GL/year 11.3 5.3 11.3
Yandicoogina baseline hydrology Page 58 of 60
Figure 33: Estimated discharge footprints for Weeli Wolli Creek from the proposed BHPBIO Jinidi -surface
water management area and assumed discharge outlet location
Yandicoogina baseline hydrology Page 59 of 60
Figure 34: Estimated wetting fronts as a result of surplus water discharge from the BHPBIO Yandi, RTIO
Yandi and Hope Downs 1 operations (Scenario 6) and from the proposed BHP Jinidi mine along Marillana
and Weeli Wolli Creeks.
Yandicoogina baseline hydrology Page 60 of 60
References
A.J. Peck and Associates Pty Ltd (1997) Yandi (HIY) Mine: Hydrology of Marillana Creek,
report no RTIO-PDE-0069444.
Australian Bore Consultants Pty Ltd (1997) Yandicoogina Monitoring Bores – Bore
Completion Report, report no GDSR 4171.
BHPBilliton Iron Ore (2011) Jinidi Iron Ore Mine – Environmental Referral Document
(Final)
Biota Environmental Sciences Pty Ltd (2004) Yandi Expansion Vegetation and Flora Survey,
report no RTIO-HSE-0057589.
Biota Environmental Sciences Pty Ltd (2009) Vegetation and Flora Surveys of the Oxbow and
Junction South West Deposits, near Yandicoogina, report no RTIO-HSE-0083283.
CSIRO (2004) Water for a Healthy Country,
http://www.anbg.gov.au/cpbr/WfHC/Eucalyptus-camaldulensis/index.html
Ecosystems Research Group, University of Western Australia (2002) Possible impact of
hydrological changes to the Marillana Creek System on associated creek-line vegetation,
report no RTIO-HSE-0009481.
E.M. Mattiske and Associates (1995) Flora and Vegetation – Yandicoogina Junction Area,
report no RTIO-HSE-0057043.
Reid M., Cheng X., Banks E., Jankowski J., Jolly I., Kumar P., Lovell D., Mitchell M., Mudd G.,
Richardson S., Silburn M. and Werner A. (2009) Catalogue of conceptual models for
groundwater – stream interaction in eastern Australia, eWater Cooperative Research Centre
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Rio Tinto Iron Ore (2009) Guidelines for the assessment of discharge to natural creeks
(Draft), report no RTIO-PDE-0057752.
Rio Tinto Iron Ore (2010) Baseline hydrology assessment for Marillana Creek discharge,
report no RTIO-PDE-0074001
Rio Tinto Iron Ore (2008) Marillana Creek Hydrology Report, report no RTIO-PDE-
0047262.
Winter T.C., Havey J.W., Franke O.L. and Alley W.M. (1998) Groundwater and surface
water; a single resource, USGS Circular 1139, US Geological Survey, Denver, Colorado.
http://www.catchment.crc.org.au/pdfs/technical200305.pdf
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