report on water quality & management at batsons suffolk

EIS 1429

Report on water quality & management at Batsons Suffolk Park

Quarry

a

Ray Sargent xSa S sac i a t e

i C.N. 003 108 807

'I C) N S U L T I N C)

C I V I L AND

T RU CT U RA L

N C) I N F E R S

REPORT ON WATER QUALITY & MANAGEMENT

AT

BATSON'S SUFFOLK PARK QUARRY

L :LcU:S

L

t

U

158 BolOxo Rood

G000eUaboh NSW

P0 Box 1 47

Usmore NSW 2480

ephose (066) 24 6800

s,ele (066) 24 6888

vBER AocnIiox

Wxg Strucftrxt Engee,

AutroIo

I I I I I I 1 I I 1 I I I I I I I I I I

REPORT ON WATER QUALITY & MANAGEMENT

BATSON'S SUFFOLK PARK QUARRY

AT

Prepared by:

Ray Sargent & Associates Pty Ltd

P0 Box 147

LISMORE NSW 2480

A.C.N. 003 108 807

Telephone (02) 6624 6800

Fax (02) 6624 6888

Report Reference: 920 10/97

On Behalf Of:

Batson's Sand & Gravel Pty Ltd

Lot 2

Grevillea Street

BYRON BAY NSW 2481

Telephone (02) 6685 7093

Fax (02) 6685 6559

Date: 15 October 1997

I I I I I I I I I I I I I I I I I I I I

TABLE OF CONTENTS

1,0 fNTRODUCTION

2.0 TOTAL CATCI-IMENT DESCRIPTION 3

3.0 WATER BALANCE METHODOLOGY 11

4.0 WATER BALANCE RESULTS 16

.0 WATER MANAGEMENT PLAN 19

6,0 CONCLUSION 31

APPENDICES:

Appendix A - Results from Water Balance Model Calculations

Appendix B - Bureau of Meteorology Rainfall and Evaporation data

Appendix C - Table 3.4 - Results of Monitoring of Outflow from Existing

Stormwater Control Structures

Appendix D - Symmonds & Bristow Report - Effect of Addition of

Gypsum on Water Quality

Appendix E - Symmonds & Bristow Report - Settlement Testing

FIGURES:

Fiure 5. Ia- Site Plan showing existing Stormwater Structures

Figure 5.1b- Site Plan showing proposed Stormwater Structures

Figure 5.2 - Diversion channel details

Fiiure 5.3 - Silt trap details

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1.0 INTRODUCTION

This report is the result of the engagement of Ray Sargent and Associates Pty Ltd by

Batson Sand & Gravel Pty Limited (the Company) to assess the surface water hydrology

and prepare a Water Management Plan for collection and handling of stormwater runoff

at Batson's Quarry. Suffolk Park. The terms of reference were to analyse in detail the site

water balance including rainfall, runoff, irngation requirement, plant requirements, storage

and discharge, and use the results of this to prepare a Water Management Plan in line

with the proposed site development plan.

This Water Management Plan is part of the Environmental Impact Statement prepared

for the expansion of the existing sand quarry at Suffolk Park.

Relevant aspects of this plan would be incorporated into the overall Plan of Management

for the site.

A report titled "Stormwater Management for Proposed Quarry Extensions' November,

1992 has previously been prepared by Ray Sargent & Associates Pty Ltd as a supporting

document to an EIS and Development Application (DA 92/455) lodged with Byron Shire

Council. A further report, entitled 'Water Management Plan for Batsons Quarry Suffolk

Park" - 1994 was prepared by Ray Sargent & Associates Pty Ltd. This plan of 1994 was

to satisfy a previous Development Consent of Byron Shire Council, and to accompany the

proposed plan of management for the Suffolk Park Quarry, prepared to assist the Land

and Environment Court in their determination of the Company's application.

This report is an update and extension of the 1992 and 1994 reports, with some variations

due to the implementation of some of the recommended water pollution controls

suggested in this 1994 document. The controls have been instigated in accordance with

the Company's commitment in the 1994 "Water Management Plan" to minimise the loss

of sand and silt particles from the quarry to surrounding drainage systems. Full

implementation of the recommendations of the 1994 "Water Management Plan" has not

been possible, however, due to the Court of Appeal decision of August 1995, as many of

the proposed controls required additional area or as yet unapproved infrastructure. This

report also contains additional testing information gathered since the 1994 report.

The issues addressed by this report are as follows:

Assessment of catchment size and condition.

Description of stormwater runoff controls necessary to isolate the areas requiring

runoff collection and sediment removal.

Analysis of the effectiveness of the proposed controls to contain runoff and

improve its quality in accordance with the guidelines stated in the E.I.S.

Provide an operations plan for management of water on the site.

RAY SARGENT & ASSOCIATES PTY LTD Consulting Engineers

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This Water Management Plan is based on an assessment of the site Water Balance using

I Monthly Rainfall and Evaporation data. This approach has been taken because

assessments based on single storm events tend to produce results showing less onsite

I

storage is required. The monthly assessment takes into account the impact of several

high rainfall storm events occurring over a short time span. However, the effect of a single

storm event on the system is also discussed.

Many aspects of the recommendations of this report reflect comments received from the

EPA on the 1992 Stormwater Management Plan and EIS. At that time the EPA requested

I a change in emphasis from treatment and discharge to on site disposal methods.

In summary, the criteria used in the design of the Water Management System are as

I follows:

I1. Runoff from the disturbed area of Catchment east of Broken Head Road is to be

prevented, as much as is practicable, from discharging towards Taylors Lake.

I 2. Runoff collected from the disturbed areas of the quarry is to be disposed of by re-

use on site where possible. Use in the Wet Processing Plant and irrigation of

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naturally vegetated and rehabilitation areas is to be maximised.

3. Runoff discharged off site is to comply with Licence requirements of the EPA. The

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companys current EPA Licence (004860) requires discharge have;

* non-filterable residue to be less than 50mg/L,

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* contain no floating matter, * not contain any visible grease or oil or no more than iOmg/L (in total) of

Igrease and oil.

This report addresses the projects development of the site over the next 5 years and

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demonstrates that, with the establishment of operational procedures and installation of

the control measures proposed, full compliance with the adopted water quality criteria can

be achieved. The effectiveness of the measures proposed can be gauged from the

monitoring undertaken to date of the partially implemented systems.

This report has been written to reflect the real development of the site over the next 5

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years and presents a practically achievable timetable for the implementation of controls

whilst continually improving overall site water management by reducing the likelihood of

discharges and improving the quality of discharges. The 5 year period of assessment was

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chosen so that the effect of controls introduced in Year 3 but not operative until Year 5

(ie. areas rehabilitated in year 3) could be determined. Some controls will be immediately

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effective whereas others will improve in effectiveness over time. In particular, revegetation

and rehabilitation work may take up to two years from inception until significant erosion

protection of those areas is achieved. As such, the status of the catchments will alter as

quarrying progresses.


oh I If H(J/I' A. 1 f(JhJ(J('/)1('!h( (XI l(hI.VoPi S Ouarry - 1997 Page 3

Sliftolk I'ark 1/'H/eo! Va. 92()5 I Oil ) ep ?. 0

i 2.0 TOTAL CATCHMENT

2.1 Site Description

I As described in the ELS., the project site is divided by Broken Head Road into the east

and the west areas. The east area drains towards Taylors Lake, and the west area drains

northwards and southwards into a series of watercourses west of Broken Head Road.

I These watercourses in turn flow to Tallow Creek (to the North) and an unnamed creek (to

the South) which forms the northern extension of the Newrybar Drain. Details of the

I existing drainage system are given on Figure 5.1a.

At present, there are some stormwater controls on the site. The east quarry drains

I generally to the north east into a pond of approximately 5,000cu.m. capacity. This pond

represents the initial stage of the Eastern Settling Pond and is referred to as the Eastern

(Interim) Settling Fond. Any overflow from this pond drains across Taylors Lake Road

I towards Taylors Lake via a dry sedimentation 'pond. If overflows are small then no flow

over the outlet weir of this pond would ever occur. As recommended in the 1994 Water

Management Plan, to minimise the occurrence of flows to Taylors Lake, the water level

I in the Eastern Settling Fond is kept low by daily pumping of water to the western side of

Broken Head Road. This provides sufficient capacity to hold all flows from the eastern

I quarry. Since enlarging this pond to its present capacity in May 1995 daily records of

water level have been kept. Since the commencement of pumping to the west of Broken

Head Road in November 1994, discharges to Taylors Lake have occurred on 5 occasions

only.

Runoff from the disturbed area west of Broken Head Road drains south through a series

I of fines collection ponds and through the clean water dam of approximately 7000 m3

capacity before being discharged to the natural watercourse south of the site towards the

Newrybar Drain. This discharge is currently licensed by the EPA. Runoff from undisturbed

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areas to the north, east and west of the clean water dam also drain to this dam either

directly, or indirectly via an ephemeral stream entering the dam from the north.

IWithin the quarry site, there are large areas of natural vegetation. Stormwater runoff from

these vegetated areas is largely free of sediment.

For the area east of Broken Head Road, the disturbed catchment currently represents

approximately 10 ha of the approximately 106 ha of Taylors Lake catchment (9.5%). It

I is proposed that this 10 ha area be isolated from the Taylors Lake catchment to prevent

sediment laden runoff from this area reaching Taylors Lake.

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I RAI SARGENT & ASSOCIATES PTY LTD

n Consulting Engineers

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2.2 Catchment \ariables

In assessing the water balance for the site, consideration of the following variables are

I necessaryz Total catchment area.

Exposed area of catchment (Producing "Dirty" runoff).

I (iii) Vegetated area of catchment (Producing "Clean" runoff).

(iv) Area of catchment under rehabilitation (Producing "Dirty" runoff).

I (v) Area available for irrigation.

Area requiring water for dust control.

Surface area and volume of water bodies.

R W Corkery and Co Pty Limited has provided information on the proposed development

of the quarry, which is included as Table 2.1. This table describes the areas of disturbed

catchment, the area available for irrigation/evaporation and the water storage volumes

for each of the ensuing 5 years. These are projections and may be subject to variation

due to changes in quarry output or minor variations in quarry development. The table

assumes that catchment areas producing clean water are diverted around the disturbed

catchment.

For the purpose of this report, the term Total Disturbed Catchments refers to Active

Quarry areas, Haul Roads and areas undergoing Temporary or Final rehabilitation which

produce sediment laden runoff. These areas are detailed for both the east and west

catchments.

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1 RA\ SARGENT & ASSOCIATES PTY LTD

I Consulting Engineers

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TABLE 2 1 - CATCHMENT SIZE AND STORAGE VOLUMES

DESCRIFTION YEAR OF PLAN OF MANAGEMENT

YEAR -1 YEAR 2 YEAR 3 YEAR 4 YEAR 5

EAST

Total disturbed 10 10 8.4 7.0 7.0

catchment (ha)

Area available for 4.2 6.8 7.9 8.7 8.7

irrigation! evaporation

(ha)

Silt trap size (ML) 8 8 8 8 8

Settling Pond size (ML) 9 15 20 20 20

WEST

(1) Total disturbed 9 10 8 7.5 6.5

catchment (ha)

Area available for 5.1 7.5 8.0 8.0 8.0

irrigation! evaporation

(ha)

Silt trap size (ML) 2 8 8 8 8

Settling Pond size (ML) 7 18 18 18 18



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2.3 Catchment Management

To effectively control and treat surface runoff on the site containing suspended sediments

I

it is necessary to both minimise runoff requiring collection, and minimise the volume of

collected and treated runoff to be released off site. This will be achieved by instituting the

following management practices.

Areas within the catchment which produce clean surface runoff will have

diversion drains constructed on their perimeters to divert this clean runoff away

from exposed surfaces and into natural watercourses downstream of quarrying

activities. (Refer to Figure 5.1b).

Temporarily or finally rehabilitated areas within the quarry will be treated in a

similar manner to Item (1) once a satisfactory runoff quality has been achieved.

It is estimated that it will take approximately two years from commencement of

either temporary or final rehabilitation of an area to achieve sufficient surface stabilisation such that runoff from the area is clean". This quality will be assessed

in accordance with the Licence conditions imposed by the EPA for water

discharged from site. (Methods for the monitoring of runoff quality are described

in Section 5.41).

Dirty runoff collected on site will be disposed of on site whenever possible (Refer

to Section 5 for a description of the operational procedures to be instituted). The

three major onsite uses available are:

Water supply for the Wet Processing Plant. Plant make-up water demand (to account for losses through incorporation within the product and the

fines and evaporation) is approximately 6ML - 7ML per month at the

current throughput of 54,000m3 per year of processed material. At

present the plant is supplied from a Process Water Pond as indicated in

Figure 5.1a. Water for control of dust on haul roads and within the active quarry. These

areas are at least 1 .5ha within the East catchment and 1 .5ha within the

West catchment. Irrigation of rehabilitated or vegetated areas for disposal of water by

evapotranspiration.

In addition, in order to prevent sediment-laden water discharging towards Taylors Lake, runoff collected in the Eastern Settling Pond is pumped to the western side of Oroken

Head Road rather than allowed to drain to the natural watercourseS to the east. This

system has been in place for nearly 3 years with the existing Eastern (Interim) Settling

Pond of 700Cm3. Since this time only 5 discharges towards Taylors Lake have been

recorded.

I I 1 I I I I I I I I I 1 I I RAY SARGENT & ASSOCIATES PTY LTD

I ConsLilting Engineers

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2.4 Proposed Control Structures

The stormwater control structures proposed are as follows (refer to Figure 5.1b.)

Diversion Drains - A series of diversion drains will be constructed to direct 'clean

runoff from naturally vegetated or rehabilitated areas towards natural

watercourses and to direct "dirty' runoff towards silt traps etc.

Drainage within rehabilitation areas will be constructed to direct runoff towards the

diversion drains. For the flat areas, shallow "V' drains will be installed in rows

approximately 50 metres apart draining towards the diversion drains. These drains

will require erosion protection to be installed. The type of protection required will

depend on estimated flows and grades and could range from seeding (for shallow

grades and low flows) to geotech fabric reinforced turf (for high flows and/or

grades). The requirements for these structures will be assessed on site at the

time of rehabilitation to ensure the structures suit the topography of the localised

area.

Silt Traps - Silt traps will be constructed either side of Broken Head Road as the

initial collection structures for dirty runoff. Detention time in the silt traps will be

1 - 2 days to allow settlement of coarse sediments from the water. Silt traps will

be drained after storm events to a minimum level to allow for storage capacity to

contain runoff from the next rainfall event.

Vegetative Filters - Water draining from the silt traps will be directed to a

dispersion channel which will direct water over a vegetative filter prior to the water

entering either of the Eastern or Western Settling Ponds. The main purpose of

the vegetative filter is to encourage coagulation of colloidal materials.

Settling Ponds - Settling ponds will be constructed on each side of Broken Head Road. The Eastern Settling Pond will represent an enlarged form of the existing

Eastern (Interim) Settling Pond. The Western Settling Pond will be an enlarged

form of the existing Clean Water Dam. Their purpose is twofold - to act as storage

capacity for "dirty" runoff collected on site and to provide sufficient detention time

- for "dirty" runoff to have the suspended solids content reduced to acceptable

levels prior to any discharge of water off site.

A layout of the proposed structures is shown on Figure 5.1b and details of their

construction on Figures 5.2 and 5.3.

I h I I I I I I I I I I I I I I I RAY SARGENT & ASSOCIATES PTY LTD


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2.5 Weather

Design of operational parameters for management of water on the site depends largely

on the rainfall and evaporation patterns experienced. The management plan proposed

must therefore provide sufficient flexibility to cope with varying levels of rainfall and yet

be simple enough in execution to ensure optimum performance can be obtained utilising

existing personnel.

I To provide a realistic assessment of the impact of varying weather conditions on the

effectiveness of the Management System proposed, historical weather patterns have

been applied to a model of the catchment Monthly rainfall and evaporation records

I obtained from the Department of Meteorology have been used in the model to assess the

monthly water balance for each of the months for which information is available.

The record of information used is shown in Table 2.2. The data provided by the Bureau

of Meteorology from which this information was extracted is included in Appendix B.

I As stated in the introduction, the monthly assessment has been used rather than single

storm event assessment as the monthly approach produces results that show larger

I storage volumes are required. This is because the monthly data takes into account the

impact of several high rainfall events spaced at short intervals and is therefore more

I conservative.

in fact, the rainfall data for 1974 contains a bimonthly rainfall in March and April of

1150mm, which is the highest bimonthly rainfall recorded at Byron Bay Lighthouse since

1 records began in 1950.

I The storms that caused flooding in the Northern Rivers area during these months in 1974

are considered to be 1 in 70 to 1 in 80 year events depending on the location. Therefore,

the 1974 rainfall data is a severe test for the stormwater controls proposed. compared to

Ithe 1 in 10 year criteria required by the EPA.

To confirm the above assessment, an analysis of the critical short duration storm was

I undertaken for a 1 in 10 year ARI to obtain an approximation of total runoff volume. This

assessment revealed the relevant storm for sizing the silt trap would be 1 to 10 ARI storm

with a duration of 6 to 12 hours. This is considered a reasonable choice because an

1 event in this range produces the highest volume of runoff for short term storms. As storm

duration increases and the corresponding rainfall intensity decreases, the capacity of the

I outlet pipes will be approaching the inflow rate from the active quarry and the water level

in the silt traps will stagnate or fall.

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I RAY SARGENT & ASSOCIATES PTY LTD


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Runoff estimates based on 'Australian Rainfall & Runoff' 1987 Edition are as follows.

Average Storm Duration Rainfall Intensity Depth of Rain Runoff Active

Recurrence Coefficient Quarry*

Interval (ARI) Runoff

Volume

10 years 6 hours 22 8mm/hr 137mm 085 5822m3

10 years 12 hours 14 5mm/hr 174mm 0 85 7395m

i

* For 5ha area.

It is proposed, therefore, that the silt traps on either side of the quarry should have a

minimum volume in the order of 8,000m3 at all times.

2.6 RainfallfRunoff:

Surface runoff is generally less than the total rainfall due to a degree of surface retention

land infiltration. The proportion of runoff to rainfall depends on the ground surface and the

rainfall intensity and several other factors. Runoff from a solid surface such as concrete

may be between 95% and 100% of rainfall whereas the runoff from the floor of a heavily

Ivegetated forest may only be 30% to 50% rainfall.

I

In accordance with Figure 14.13 from Australian Rainfall and Runoff 1987, a conservative

runoff coefficient of 0.85 (85%) was taken as an appropriate value for the exposed quarry

surface. This figure has been applied to the entire catchment including vegetated areas,

and therefore the calculations will be conservative.

2.7 Evaporation/Evapotranspiration

The evaporation figures quoted from the Department of Meteorology represent the

I

amount of water lost from an open pan of water. Actual evapotranspiration from vegetated

areas will be different depending on the vegetation type and season. Also unvegetated

areas do not evaporate as well as open water surfaces. Evapotranspiration coefficients

I for vegetated areas vary from 65% to 80% of pan evaporation for grasses to 130% for

woo.d lots

The potential mix of irrigation areas contains natural forest areas, established

rehabilitated areas, areas newly rehabilitated and areas of exposed surface such as

active quarry areas and roads. An overall estimate of the evaporation coefficient of 65%

(being the minimum amount for all areas) has been used to cover all of these areas. This

is a conservative value, ignoring the potentially more effective evapotranspiration from the

forested and the rehabilitated areas. In practice, this will allow vegetated areas to be

under irrigated without an associated drop in effectiveness of the Water Management system. However, it will also enable the application of a greater volume of water than

has been used in the calculations and would consequently result in a lesser volume of

discharge or less frequent discharge occurrence.


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Page /0

TABLE 2.2 - RAINFALL AND EVAPORATION DATA 1971-1988

I I

'ANDAPOT ION +

1971

1972 I

Rain

Rain vp

JAN

206.6 444

FEB

140.6 183 24.4ii

MAR

1484 3008

APR 105.8 131.3 135

U64

(mm) MAY 54.9 1 13.6 317.6 99.1

JUN 142 82.2 250 ____ 82.3

JUL 74.2 I 94.4 38.1 _______

6

AUG 39.7

318 4 11

199.9

SEP OCT

95.2 26.4 177.3

j3 665.6 gI1612

NOV 86.8 182.9 143.1 182

DEC 92.9 204.1 41.5

4

192.6 107.8 86.4

..._f._135.2

59

jliji69Ii 67 8

0

45 1

281.1 124.1

.JL 145 T

113.2

132.2 165 4 117.5

IIIIIj8.8

172.9

2148.5

128.1 155

173.1

L150...... 64

i702

200

146.6

84

I 175.9 159.4_

88 132.1 247.3 142.3 131.8

Ti

117.8

188.1

82.8 196.5 169.4

0.6 167.1 162

124.4 179.8 53.8 181.7 102.4 158.8 88.2 168.4 147

197.6

136.1 27

178.1 300.4 146.2 346.7 159 69.7

216.6

28.6

72 _____ 187.3

137.4 185 57.1

2 378.4 152.4 59.2 218.4

66 227.2 287.6 169 62.2 220.9 178

168.4

175.2

1973 Rain Eva

82 3 173.6

313.9 149.6 138

149.2

147.3 160.2 652 fl4 391.7 111.5 337

129.6 273

112.2397.6148.2106.8141.463.215865.6

183.2 1T 22.5 137.4

139.5 130.4 493.6

5 292.7 104.3 140.2

107.4 .4 .4 .4 .7 .6 .6 .1 .2

.9

.2

.9

.8

.6 .3 0.8

102.7 ___ .2 I

iia.i 204.6 93.1 611.2 62.1

219.9 99.4 142.2 85.4 109.6 107.7 275 59.1 167.8 62.8 245.2 90.8 91

86.4 140.9 90.4 204.8 89.9 166.5 88.1 294 75.8 86

80.6 192 82.9 179.1 85.4 113.6 64.6 33

I 84.9

90 96.4 268 76.8 173.4 95.6 410.9

63 76.4 84.2 38 81 182 63.8 186.4 73.7 69

84.9 141 79.8 306.9 70.2 388.2

69 102.8

104.8 70122.6 60.5 184.2 68.2

173.5 73 1

1226 29.4 87.8 177.8 72.6 123.4 90.6

94.8 210.2 80.2 87.8 83.2 26.7 93.5 15480.5 196 76.6 131 71.4 163.2

54.8

105.7 84.9 232.4 72.5

28.8

Th 275.6 115.4

121.9 17

116.7 171.2

iiiiii 10.4

-:1-1---

iö 106.8 86.6

107.5 jj

134.9 90.2

75j

1974 Rain ap156A

254

1975

1976

Rain

_±i.2 Rain

30.4 196.5 118.9

229.8 142.7 477

Eva _p_ 169.7 ________ 121.1

1977

1978

RaJn 106 261.4 Evap. Rain

229.9 127

137.2 95.8

Eva 201.5 154.2

1979

1980 1981

Rain Evap. Rain

Evap. Rain

Eva

289.6 164.3 111.8 215.7 60.3 100.2

124.7 133.3 136.9 144.7 409.4 128.4 96.5

186.5 247 161

102.5 161 58

111.8

226.9

242 150.7

1982

1983

Rain Eva Rain

Eva

168.3

154.1- 67.6 181.2

14.3

20.8 - 164.5

1984

1985

1986

1987

1988

Rain

_Evap_ Rain

Evap. Rain

Eva Rain Eva Rat,,

Evap.

139.8 154 53.1 194.3 126.6 166.8

77 179.1

1342 I 156.9

221.9 143.7 171 139 692 151.4 207.4 136.5 90.4 135.9

87.8136.4280.3120.1825

384.8 129.3 316.8 122.8

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* Recorded at Byron Bay Lighthouse, 7km north of Batsons Quarry.

+ Recorded at Alstonville 25 kms SE of Batsons Quarry

RAY SARGENT & ASSOCIATES PTY LTD

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Consulting Engineers

Rcporl 0/I ILl/CO (nC//Ill Ct \Ju1Iu'I'nIe/I/ (1/ /CIl.V0fl.V Ouoriy - / 997

Page II

C,' ti /7n /A 1'/Ik /'IO/('Cl \'o 920.I0/ '/ F2.0

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3.0 WATER BALANCE

I METHODOLOGY

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This section describes the techniques used to assess the requirements for the runoff

control and treatment system. The criteria adopted for the assessment are as follows:

The company's existing Environment Protection Authority licence

specifies that the suspended solids content of runoff leaving the

Isite must be less than 50mg/litre of non-filtrabte residues.

Treated runoff from the catchment should not be discharged into the

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Taylors Lake catchment.

I (C) Re-use and disposal by evaporation or evapotranspiration of

treated runoff on site will be utilised wherever possible to reduce

the volume of water released to natural watercourses (Refer to

I Section 3.1 for a description of conditions under which

evaporation/evapotranspiration can be utilised).

I The water balance was assessed by estimating the amount of runoff collected in each

catchment and determining how much of this could be disposed of on site. The

I remainder would then require; storage until more favourable conditions arise allowing on

site disposal, use in the processing plant, or treatment and outflow off site.

The Data used (as per Table 2.2) consists of monthly rainfall readings recorded at the

I Byron Bay Lighthouse from January 1971 to December 1988, and monthly pan

evaporation readings recorded at the Alstonville Tropical Fruit Research Station over the

same period. Unfortunately, in the years previous to 1971 and from 1989 onwards,

I evaporation readings are not available, therefore further years of weather information

could not be as accurately assessed.

I

The water balance calculations are used to determine under what conditions the

man-agement system may exceed the criteria, and the probability of these conditions

occurring (based on historical records).

The remainder of this section describes how the water balance calculations are made.

I I 1



1l.e/)(fl't WI 11 "wer (_)lI(IlIl% N AfamigfIllicill (If l3aiswz s Jua 7V - I 907 Page 12

'u/fo1k /'a,k I'/Qjeci No 920510(1 iep 1 2.0

3.1 Net Monthly Water Gain/Loss

Using the weather and catchment data, the monthly water balance has been calculated

for each of the months record. The calculation is as follows:

Monthly Net Water Gain = Runoff - Evaporation + Others

1t4ThTi1

R x CA x R

Evaporation = (ExAE xRE)-(RR xAE xR)

= Evaporation - Retained Rainfall

(Retained rainfall is subtracted from the total evaporation so that

in practice, the ground can dry out after a rainfall event prior to

irrigation commencing).

where: R = Monthly Rainfall (mm)

CA= Catchment Area (ha)

R0 = Runoff Coefficient

E = Monthly Evaporation (mm)

AE= Evaporation Area (ha) (Irrigation Area + Dam Water surface)

RE= Evaporation Coefficient

RR = Retained runoff coefficient (= 1 - R0)

Others = Any other net monthly loss or gain - in this case, wet processing plant usage or

water diverted by pump from the East Catchment to the West Catchment.

RA\ SARGENT & ASSOCIATES PTY LTD Consulting Engineers

H)! If il't' 0U(J/i1% ( •' I(' )('L'!"(' ,lI (JI /!!.\H/! . Oliarry - 1997 1'a,'e /3

I

."H/j )IA luik /1)/eL! ,VH. 92051 Od l(' I '2.0

3.2 Process Water

I The Wet Processing Plant has a constant water demand when in operation

I

(3,400LItonne of washed sand product). Approximately 60% of sand products produced

on site are washed. At present the water is supplied from the Process Water Dam.

The plant uses 50 litres per second of water when in operation of which approximately

25% is lost either by evaporation or retention in the product. On the basis of the plant

operating 6-7 hours per day, 5 days per week, the plant will consume between 6ML and

7ML of water per month based on the present plant product throughput of approximately

54,000mIyear of washed product. This usage will increase proportionately with

I

increasing throughput. At the proposed mean annual maximum production level of

150,000m3 from the quarry and an estimated 90,000m3/year washed product, water

usage will be approximately 11 Mtimonth.

We have not accounted for this increase in water usage in the water balance calculations

which is a conservative approach. In the longer term (i.e. after Year 20 of quarry

operations), the completion of rehabilitation work east of Broken Head Road and the

redirection of all flows to the Clean Water system would result in further significant

reductions in discharge and improvements in discharge quality.

3.3 Water Storage/Diversion/Overflow

For the purpose of the Water Management Plan, storage, diversion and overflow are

defined as follows:

Storage: Equals total storage capacity in the silt traps plus the Settling Pond

for either the East or West Catchment.

Diversion: "Diversion from the East catchment" refers to water pumped from

the Eastern Settling Pond to the Western Settling Pond.

"Diversion from the West Catchment" refers to water discharged

from the Western Settling Pond to the unnamed Natural

- Watercourse which ultimately discharges to the Newrybar Drain.

Overflow: This occurs if there is greater water inflow to the storage than can

be handled by diversion, irrigation and plant usage of water, and

the pond overtops. In practice, this can be avoided by increasing

the Diversion rate (Refer to Section 4.1).

From the net monthly water gain, the storage, diversion and overflow volumes can be

calculated as shown below. Storage requirements will be dependent on the water able

to be diverted elsewhere or overflowed.


I H I I I I I I I I I Ll 1 I

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1°ut' 14

In order to model storage, diversion and overflow requirements under various weather

and catchment conditions, a computer program has been developed by Ray Sargent &

Associates Pty Ltd for this project. Criteria have been set in the model so that storage and

diversion conditions operate on the same basis as an automated pump station. Diversion

from storage commences when the storage volume is at or above a set level (the "top

water level") and ceases when the volume has been reduced to the minimum level

("bottom water level"). \Afhere the diversion rate is insufficient to cope with the water

inflow, overflow of the storage occurs.

As such, the storage/diversion/overflow calculations are as follows:

Overflow is specifically dam spillway discharge. This occurs if "Net Month"

Volume + "Previous month's storage" - "maximum diversion" is greater than the

available storage (i.e. dam over tops).

Diversion occurs if the "net month" volume plus the "previous month's storage"

volume exceeds the 'top water level" volume.

Diversion ceases at the volume required to obtain the "bottom water level".

Diversion is limited by the maximum pump rate/diversion rate specified.

STORAGE volume equals:

(Net month volume) + (Previous month storage) - (Diversion) - (Overflow).

I I I I I I I I I k I I I I I I I I RAY SARGENT & ASSOCIATES PTY LTD


I?'/,oJi H/I If,frr O,ialiiy N \Ia,lac'(,,I(',l! (it /0I(,\()tI.S O((a,,v - 1997

/ 'agt' / 5 5,(/7I1, / wi /',j'ci No. 920510(1. I cp I ? 0

I I I I H Li I 1 4.1

4.0 WATER BALANCE RESULTS

The methodology outlined in Section 3 was applied to the data described in Section 2.

The results are presented in Appendix A as tables for each catchment (east and west)

for each of years 1 through 5 of the proposed site development and show the estimated

monthly water balance figures for each month of record.

The tables in Appendix A have been extracted from our previous report dated December

1993. The only variation in the criteria used in these tables is that the proposed timing of

pond construction has been brought forward for the east catchment so that it will now

have a capacity of 20ML by Year 3 (rather than 18ML in the previous report) and the

eastern disturbed area is reduced to 8.4 ha in year 3 (from 9.4ha) and reduced to 7.Oha

in Year 4 (from 7.4ha).

The overall effect of this is that the tabulated results will be slightly conservative in that

they have been calculated using greater disturbed areas for Years 3 and 4 and a lower

eastern settling pond volume for Year 3. Therefore the tabulated results are appropriate

to use to estimate the effects of the proposed water management system.

Summary of Results

The information given in Appendix A shows that over the five years of operations

investigated, a progressive improvement is achieved in the effectiveness of the Water

Management System.

Looking at the scenario for Year 1, it can be seen that runoff from the East Catchment to

Taylors Lake is zero for 8 of the years of record and only a proportion of total rainfall for

the other 10 years of record. The results for 1974 show that 55ML of runoff flows towards

Taylors Lake, which is only 23% of the 238ML of the rainfall on the disturbed catchment.

This represents a substantial reduction in the release of potentially sediment-laden runoff

from the existing 10 ha disturbed area east of Broken Head Road and the existing

5,000m3 storage in the Eastern (Interim) Settling Pond.

For the same year, the water balance for the Western Catchment shows the volume of

discharge from the Western Settling Pond to be consistently slightly lower than the total

rainfall on the West Catchment (i.e. the total of the "diversion" and "overflow" figures is

lower than the "total rain" figure in the table). This situation is occurring even though

significant quantities of runoff (up to 147MLJyear) of runoff are being diverted to the West

from the Eastern Catchment.

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Rcporf Q/ 11 (,u/iIY ( .\ (7/ /07/So/I 's Ozia,,v - 1997 /6

.lIJ/L1/, / 'cu/ /'/Q/('Ct ,\ o. 9205./ 0J i'p I 2.0

The predictions for subsequent years show that as the area of disturbance is reduced

through temporary or final rehabilitation, runoff towards Taylors Lake is progressively

reduced. The probability of the Eastern Settling Pond overflowing in any month in Year

2 is 6.0% (13 months in 216), in Year 3 is 2.8%, in Year 4 is 0.9% and Year 5 is 0.9% i.e.

In Years 4 & 5, only 2 months out of the 216 assessed show any overflow ( occurring

during March-April 1974).

IIt is also interesting to compare the 1974 year of record with the total rainfall record

available. The months in which overflow is calculated to occur - March and April 1974

I received a total rainfall of 1150mm and are the highest bi-monthly rainfalls on record.

(Refer decile data - Appendix B). This indicates that the 0.9% probability of occurrence

in any month estimated from the 18 years of rainfall record used in the analysis is likely

Ito be a significant overestimate of the actual probability of overflow.

I The storms that occurred during this period caused substantial flooding on the North

Coast and are considered to be 1 in 70 to 1 in 80 year events.

I 4.2 Interpretation & Recommendations

I The results described show the proposed control measures incorporating silt traps,

settling ponds and on site re-use significantly reduce the quantities of water discharged

from site to natural watercourses. This means that the total amount of water that must

comply with the EPA conditions of license is minimised.

The results also show that runoff from the East Catchment to Taylors Lake is not

I

completely prevented. However, introducing more flexibility to the operating procedures

than those assumed in the model will result in more effective prevention of runoff towards

I

Taylors Lake. For example, in March 1974 of Year 1 of the plan, increasing the volume

of water pumped from East to West from 1 5ML to 42ML would negate any runoff towards

Taylors Lake.

This flexibility of pump usage has been used as part of the criteria for the operating

procedures outlined in Section 5.

Reviewing the monthly storage and diversion figures presented for the western

catchment, the following conclusions can be reached:

- By Year 3 the average volume of water discharged to the western watercourse

represents 28% of average combined rainfall on the east and west catchment.

Detention times for stored runoff prior to release off site vary from month to

month. However on average by Year 3, detention time on site prior to release to

the western watercourse is between 2 and 8 weeks.


R('J,wi oil If (II('/ (t,al,' & .\f,m;',,,',,i 11 BUISWI'S O,,,y - / 997 Iag(' /7 / (1/1 I/)J('c( Yo 9205 / Of/ '(v 12.0

The effect of the stormwater controls on the Taylors Lake Catchment will be to remove

I the surface of approximately 7 hectares of land from the catchment area in the final

development. The subsurface water infiltration from the 7 hectares will still enter the

Taylors Lake Catchment. The result of this will be to slightly lower the total surface flows

I within the Taylors Lake Catchment.

I As the catchment is approximately 106 hectares in size, this will have the effect of

reducing the amount of water collected within the total catchment by approximately 2.5%

(based on removal of 6.6% of the surface area from the catchment with approximately

I

40°,"o of the catchment stormwater travelling overland and 60% travelling in subsurface

flow). Given that yearly variations in rainfall could be 50% - 100%, a 2.5% reduction in

overall waterflow will be relatively insignificant.

With regard to the western catchment, the calculations indicate that averaged over the

years of record. approximately 33% of total rainfall on the western catchment is

discharged to the western natural watercourse. This is similar to the naturally occurring

flow and therefore the stormwater controls will have little impact on the overall flows to

the Newrybar Drain.

4.3 Water Quality

To accurately estimate the expected quality of water to be discharged to natural

watercourses testing of actual storm runoff water was undertaken. A copy of the report

prepared by Simmonds & Bristow Pty Ltd, of this testing is included in Appendix E.

In summary the report states:

1. Samples were taken of stormwater runoff from the East and West Catchment in

Mid December, 1993. A variety of tests were undertaken including Suspended

Solids Content and Long Term Settlement testing.

2. The results indicate the following:

Non-filtrable residue content of the runoff samples was higher than the

-

results provided in our previous report of 1992 which accompanied the

E.I.S.

Long Term Settlement tests showed that the runoff samples performed in

a similar fashion to the samples used for the previous (1992) report.

However, this means with a higher suspended solids content, settlement

times required to achieve acceptable quality water were also higher.

3. Addition of flocculant to the sample improved settlement times. Gypsum added

at a concentration of 100mg/litre produced a high quality water, (suspended solids

content less than 50mg/litre) after settlement for 5 days.


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I The results of testing show that without the use of flocculant it will be difficult to remove

suspended solids from the runoff water without relatively long detention times. It is proposed to dose the Western Settling Pond with gypsum by casting a slurry of gypsum

I over the pond surface to assist coagulation at times when turbidity monitoring indicates

suspended solids levels above the allowable discharge concentration of 50mg/I. This will

I then be left to settle over 5 days before water is discharged. Water quality will be

checked on site using a hand held turbidity meter to ensure satisfactory water quality is

present prior to discharge. Daily turbidity checks will be made to monitor water quality as

I part of the management program to determine when gypsum should be added to reduce

suspended solids concentrations.

Testing has been conducted on samples of runoff water from the site to assess the

impact of addition of 100mg/litre of gypsum (a neutral salt) on pH and conductivity. The

testing was undertaken by Simmonds and Bristow (copy of report is attached as

Appendix 0). The results are as follows:

DISSOLVED SALTS (SALINITY) mgIL

GYPSUM DOSE (mg/L)

I I I

Sample

84053

84055

NOTE:

pH Nil

50

100

4.9 40(70) 72 (114) 100 (159)

5.0 60(95) 88(140) 116 (184)

Numbers in brackets ( ) are estimated Conductivity uS/cm.

I I I

These results indicate that a dose of gypsum at 100mg/litre will increase total dissolved

I salt by approximately 56mg/litre (with an increase in electrical conductivity of 89 uS/cm)

to a maximum total dissolved salt level of 116mg/litre (conductivity 184 us/cm).

I We note that this salt concentration is relatively low and well below the NH & MRC

Drinking Water Standard of < 1000mg/litre of total dissolved salts.

4.4 - Results of Monitoring Program

Monitoring of discharges from the clean water dam and the Eastern (interim) Settling

Pond has been undertaken by Batsons since 1994. Some results from the monitoring are

included in the EIS in Table 3.4 for March 1996 to June 1997 (a copy of this table is

enclosed as Appendix C). These results are indicative of actual water quality from

discharges during that period, and as such are an indicator of the effectiveness of the

existing stormwater controls. They are very valuable in indicating how effective the

proposed controls will be.

I 1 I I I RAV SARGENT & ASSOCIATES PTY LTD


Report ,i 11 'ufe'i Oual,t' -Vatlag,cmcnt at Batsopi Ozia,i -i - 1997

1 .tiJfo1I I'fflk i'ij€'ci .\. 92051 0cL1LJ) 1 .0

I'ag 19

The monitoring results show that since 1994 discharge from the Eastern (interim) Settling

Fond has occurred on only 5 occasions, This is despite the pond size being only 5ML,

with a 10 hectare catchment. The conclusion from this result is that pumping of

stormwater runoff from east catchment to the west catchment is effective in reducing

discharge from the quarry into the Taylors Lake Catchment. Increasing the pond size as proposed will further improve this situation.

The monitoring of the water quality of water discharged from the Clean Water Dam shows

that prior to December 1996 discharge water had suspended solids levels up to

358mg/litre. In December 1996 the process water pond was commissioned increasing

total pond storage in the western catchment by 5ML. Since this time the maximum

suspended solids concentration of any discharge has been 80mg/litre, with only 5 of the

73 suspended solids readings taken indicating levels above 50mg/litre criteria.

Batsons advise that during the course of the abovementioned monitoring, no Gypsum has been added to the Clean Water Dam. Rather, there has been sufficient detention time for

the natural flocculation action to remove suspended sediments.

The conclusion from this is that the existing controls are performing well. The proposal

is to further increase the volume of storage in the western catchment to 26ML with a silt

trap of 8ML and a settling pond of 1 8ML. This compares to the existing clean water dam

volume of 7ML and process water pond of 5ML. This will also be associated in a reduction

of catchment size by constructing a diversion drain for 'clean" runoff around the western

settling pond and ongoing reduction of disturbed area as portions of the quarry are

rehabilitated. Overall this will result in significantly larger storage volumes being available per hectare of disturbed catchment.

From the performance of the existing stormwater controls, it can be concluded that the

proposed additional and augmented controls will work effectively and are likely to perform

better than the minimum criteria to which they have been designed.

[1 I I I I I I 1 I I I I I H H I I I RAY SARGENT & ASSOCIATES PTY LTD


,, 11 af'/ O,uiliiy & ,Ja,?u.('u1e,i( a! /1al.OfrI V Ol, fl7r - 1997

Ia,V'c 20 ''u//a/k I'a,A /',a,'ci .\'a. 9205/0c/.icp 12 0

5.0 WATER MANAGEMENT PLAN

This section describes the structures, plant and operational practices which must be put

in place to effectively control site runoff. A timetable for completion of each stage of the

Water Management Plan is proposed in line with realistically achievable target dates and

the progress of quarrying activities. It is anticipated that this plan will be reviewed as part

of the biennial management plan review in order to ensure continued co-ordination of the

proposals with actual on site progress of operations. The results obtained from the model

as described in Section 4 are based on conservative assumptions of amount of runoff and

evaporation so that there is some margin for flexibility within the operations on site without

causing any reduction in the effectiveness of the Water Management system.

5.1 Drainage and Storage Structures

As has been discussed in the E.I.S. and this report, drainage structures, silt traps and

settling ponds are required in both the east and west catchments (Refer to Section 2.1

for the definition of East Catchment and West Catchment). In particular, surface drains

around the vegetated areas are required to collect 'clean' runoff and divert it around

disturbed areas of the site. These diversion drains will require relocation as areas within

the quarry are progressively developed and/or rehabilitated. Construction of silt traps (for

removal of coarse sediments) and the enlargement of settling ponds (for removal of fine

sediments and retention of runoff) for each of the east and west catch ments is required.

Details of the location of structures are given in Figure 5.I113. Construction details

Irelevant to the diversion drains and embankments are presented in Figure 5.2 and for

silt traps and settling ponds in Figure 5.3.

5.2 Plant & Equipment

A range of plant and equipment is required to undertake the following tasks as part of the

I

management system.

(i) Diversion of water by pumping from the Eastern Settling Pond to the Western

Settling Pond.

I(ii) Discharge of water by gravity from the Western Settling Pond to the Western

natural watercourse flowing into an extension of Newrybar Drain.

I

(iU) Irrigation of vegetated areas and areas under rehabilitation.

Dust Control.

Process water pond re-supply.

I

(vi) Standby provisions for breakdown and maintenance purposes.

(vii) Control systems.

I Recommendations for equipment for the above tasks are gi.ven below.

I

RAY SARGENT & ASSOCIATES PTY LTD

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5.2.1 East-west Diversion:

A permanent pump and rising main has been installed to transfer collected runoff from the

IEastern to the Western Settling Ponds. The flow rate available is 15 ML per month

minimum with a short term capacity of 42MLImonth.

IPumping is by a 4 x 4 centrifugal pump. The pump is connected to an 80hp diesel motor

and enclosed for weather protection and noise reduction. The capacity of this pump is

I

approximately 2.5 times that assumed in the water balance model. Therefore, additional

pumping capacity is available to cope with high rainfall events. Increased pump capacity

up to 42MLJmonth is possible with sufficient hours of operation (13 hrs/day, 25

I days/month)..

IRising Main - 100mm diameter PVC

5.2.2 Western Settling Pond Discharge:

Discharge from the Western Settling Pond will be by gravity direct to the natural

watercourse. For discharge quality purposes, the critical constraint of the system is to

I ensure water is drawn from the dam surface where water will have maximum clarity.

I For this purpose, an inlet structure floating on the dam surface, will be installed. This inlet

will be fitted with a mechanism for turning the flow on or off at the top or bottom water

level. This will be achieved by anchoring the floating inlet to a pile driven into the dam

I

floor. Lugs will be fixed to the pile at the required top and bottom water levels. These

lugs will open or close the outlet valve as the floating inlet passes the relevant level.

l

A flexible pipe will be connected from the floating inlet to the fixed gravity line running to

the natural watercourse. Scour protection will be installed at the end of the gravity line

Iin the natural watercourse.

On both the east and west dams, markers will be placed to indicate water levels so that

I

a manual check of correct operation of the pumping/diversion system can be made at any

time

5,2.3 Irrigation:

Spray irrigation is proposed for the purpose of water disposal on the quarry site. Spray

I lines will be placed permanently within the irrigation areas comprising naturally vegetated

or rehabilitated area. Spray heads will be located at approximately 40m intervals along

these lines. Permanent delivery lines will be laid from the irrigation pumps to the spray

Ilines and be fitted with stop valves so that individual areas can be irrigated separately.

I The following irrigation equipment is proposed:


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Pump - East of Broken Head Road - A take off from the east-west

I diversion pump

West of Broken Head Road - A 4 x 4 Centrifugal pump connected

to a 50hp electric motor. The pump will be located adjacent to,

I and source water from the Western Settling Pond

IDelivery Lines - 75mm dia. PVC.

Spray Heads - Rotating sprinklers with 6mm nozzles.

It is anticipated that the area to be irrigated will be divided into logical zones with manual

on/off controls to each zone to allow specific control of individual areas (Refer to Figure

1 5.18).

5.2.4 Dust Control:

Dust control equipment will comprise of fixed sprays to water the unsealed haul roads and

mobile spray units proposed for use within the 5 ha active quarry area. The following

equipment is proposed:

1 - Pump and delivery lines: The irrigation pumps described in Section 5.2.3 will also be

utilised for dust control.

I - Haul road spray units: Fixed spray heads connected at 20 metre spacings to a

water delivery line running along the north road edge.

I - Mobile spray units: Mobile spray irrigators with a retractable 50mm diameter

flexible supply hose, 6mm diameter nozzle and 20 metre

I radius irrigation area.

I5.2.5 Process Water:

Process water pond top-up will be taken from the Western Settling Pond using the

existing 4 X 4 Centrifugal pump on site.

5.2.6 Standby:

In the event of an East West diversion pump breakdown, the western irrigation pump has

been sized to be sufficient to replace the east to west transfer pump and thereby provide

I standby pump capacity. For this to be practical, additional transition pieces will be

required for pump changeover. For additional backup purposes, a separate irrigation

I

pump additional to requirements shall be provided to allow fast replacement of any failed

pump on the site.

I As the irrigation pump is of a smaller capacity than the East West diversion pump, during

penods of diversion pump downtime, pumping hours will increase from approximately

I 5 hours/day to a maximum of 13 hours per day.


l(/U)1i WI II ii', Qua/ill .\ /i,ii;'',ui,ii (II /0i(.VQPI.V ()u1ci,/' - /997 /'(igc' 23

/'a,J, /'Ia/cI Va 9205/1)(/ , 'j, I 2.0

5.2.7 Control Systems:

To simplify system operation, the Western Settling Pond discharge (See Section 5.2.2)

will be automated with a manual override for use when discharge needs to be restricted

I due to unsatisfactor,i water quality. Conversely, the Eastern Settling Pond diversion pump

will be operated manually due to the problems associated with starting pumps remotely.

Flow metering will be required on both the diversion line and the irrigation take off for

I recording water usage per day.

I The management practices to be followed for the irrigation system are described in

Section 5.4. For ease of operation, the control facilities to be provided for the irrigation

system will comprise of centralised control of irrigation pumps and line valves. This will

I allow operation of irrigation equipment from a single location.

IControl equipment to be installed comprises:

- Irrigation zone on/off control by stop valves

- Flow meters to record total volume and flow rate

15.3 Timetable:

The proposed timetable for instituting the management controls is as follows:

1 5.3.1 Settling Ponds/silt traps:

I The proposed timetable for construction of the silt traps/settling ponds is as shown in

Table 2.1. In general, the east catchment will have the silt trap completed in Year 1, and

the settling pond 75% complete by Year 2 and 100% complete by Year 3. The west silt

I trap will be completed in Year 2 as will the enlarging of the Western Settling Pond

(existing Clean Water Dam).

1 Construction of some of the settling pond and silt trap structures has begun already. The

existing Western Clean Water dam of 700OM3 capacity will be enlarged to form the

I Western Settling Pond. The first 5000m3 capacity of the Eastern Settling Pond has

already been constructed.

I I I I I RAY SARGENT & ASSOCIATES PTY LTD


oil if o1'l (jib/ui V .1 Ioiiou'uiicuui at Ba Iso iii Oiou,r'u - 1997 Mige 24

Pl()J(L! .\'o 9205/O/./ - 'p I ?J)

5 3.2 Runoff Controls:

Diversion drains will be constructed on a progressive basis. By the end of Year 1, all

diversion drains isolating the undisturbed areas from the disturbed areas will be installed.

As areas are rehabilitated, and sampling indicates discharge quality complies with EPA

discharge criteria, additional diversion drains will be constructed to divert the clean

runoff to natural drainage lines. The layout of diversion drains at Year 5 of water

Management Plan Implementation and the timetable for construction of diversion drains

is shown on Figure 5.16.

5.3.3 Pumping/Irrigation/Diversion Equipment:

Timetable for installation of the water management equipment is as follows:

Equipment Completed by

1 East/West Diversion pump and Installed

rising main.

West irrigation pump 6 months into Year 1

Spray Irrigation systems

(I) Existing vegetated areas 6 months into Year 1

(ii) Rehabilitated areas Progressive as areas are

rehabilitated.

Dust Control 6 months into Year 1

Western Settling Pond 6 months into Year 1

discharge structure.

Process water pond top up pump Exists now

Controls In association with the relevant

equipment


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!?('/)Qf 1 oil ()uu/Ift (t 1 f(111(1/1/('?i/ (I! !(1fS()?/.S Ouu,, - /997 Page 25 u//// I'n'k !9j'ci .\i 92051 OJ ip I ?. 0

5.4 Operational Procedures:

Operation of the Water Management Systems will require commitment of personnel time

I to monitor water storage and operate the equipment in line with the criteria set down in

this section. In general, this will include undertaking the following tasks:

1 1 Monitor and record rainfall.

2. Monitor and record settling pond and silt trap water levels.

I 3. Pump water from the Eastern Settling Pond to the Western Settling Pond, from

the Western Settling Pond to the process water pond and to the areas for

irrigation.

1 4. Monitor water quality within the settling ponds and discharges (where occurring).

Maintain equipment and clean out sediment from silt traps and settling ponds.

Relocate mobile irrigation equipment and install new equipment as rehabilitation

I proceeds.

I The frequency with each of these tasks needs to be undertaken differs for each task as

does the amount of maintenance time that must be devoted to operation of the various

I components of the system.

It is proposed that the operations be split in to water management tasks undertaken on

Ia daily basis and maintenance tasks undertaken on a monthly or yearly basis as follows:

5.4.1 Water Management:

I The operations that must be undertaken daily involve measuring dam levels and

determining what volumes of water are to be diverted to the Western natural watercourse,

I

irrigation, from the Eastern Settling Pond to the Western Settling Pond or processing.

Table 5.1 contains a list of information to be obtained and the resulting decisions to be

acted on.

I I I I [1 I



I?('/)oIi o,i H I//H )ualiiN ,\1a/1010',,uolI at Balsa/Is HI/a/-I-V - 1997

Page 26 ' l(/fO/k I'a/A I'ioc' C I .\fl 9205/Oil. i'ep 12.0

TABLE 5.1 - DAILY WATER MANAGEMENT OPERATIONS

DAILY OPERATIONS - WATER MANAGEMENT

Date: Time: Name:

Date of last DaiI Record: Signed:

WA Il-lB IF VIII. 1 RE V 1 1. 5 DAlE 11115 I)AY

I :afl silt rap in

I oisteni Settlinp P//nd ni

West silt tiap (nfl

Vvestem Seitline P//nd (in)

Fast Top Water Level

East htin Water Level

West iop Water I evel

West htm Water Level

RainThlI since last reading (mm):

DAM WATER QUALITY (Visual): WESTERN: EASTERN:

CoNDITION OF SOIL: DRY MOIST WET

WEATHER PREDICTION. RAIN FINE UNSETTLED

131 JMT ( )PERATI( )N Vol (ni) Hours to i-un Start time End time

East-West translr

Irrigation - East

Zone A

Zone B

Zone C

Zone D

liTigation - West

Zone A

Zone B

Zone C

Zone D -

Dust Control

l-Iaul Road

East Quain

West_Quanv

It is intended that a staff member assess the daily operation all requirements at the start of each

working day. Given the water level and rainfall information at the top of the Table 5.1, the

following decisions will be made:


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I

SETTLING POND LEVEL:

The settling pond level is controlled by pump for the Eastern Settling Pond and by gravity

I discharge from the Western Settling Pond. The Eastern Settling Pond pump is to be manually

operated due to problems associated with remote starting of diesel pumps

The top water level and bottom water levels as described in Section 3.0 are triggers for water

level control of the settling ponds. There is storage capacity above the top water level in each

I

settling pond to contain runoff before it can be relocated or discharged by the controls proposed.

1. If the Eastern Settling Pond level is at or above the top water level, the water should be

Ipumped to the Western Settling Pond.

I 2. If the Eastern Settling Pond level is below the top water level and above the bottom water

level and if the dam level is being lowered (due to the decision made in Note 1 above)

pumping from the dam should be continued until the bottom water level is reached.

If the Eastern Settling Pond level is between the top water level and the bottom water

level, but is refilling from the bottom water level, diversion is not required. The top water

1 level set in Section 3.0 is the trigger for recommencing pumping operations.

The level of Western Settling Pond is controlled automatically. The operation is similar

I to that described for the Eastern Settling Pond above. A daily check is required to ensure

that the Western Settling Pond discharge is operating as it should. Monitoring of

I discharge water quality is also required to ensure compliance with EPA. license criteria during discharge.

SOIL MOISTURE:

lrngation of stored water should be undertaken whenever possible to dispose of water by

evapotranspiration. When the soil is not saturated, and rainfall is not predicted, irrigation

can be undertaken with the volume applied determined on the basis of the soil moisture

levels at the time. Irrigation should not cause saturation of the soil mass. On the basis

of previous experience in this area, irrigation rates will range between 10mm and 20mm per -day depending on initial soil moisture levels. After irrigation of a particular area,

several days will be required for soil moisture levels to drop sufficiently for re-irrigation.

To assess the soil moisture level, a proprietary hand held moisture probe will be used,

with readings taken at several locations over each irrigation zone. The average of these

readings will be used to determine the irrigation capacity of the soil, always ensuring that

saturation of any part of the soil mass within the irrigation area does not occur.

1 I I I r

L

I I I RAY SARGENT & ASSOCIATES PTY LTD


()?I TIifri Qua/itt (t . /(//iui',,/('i,f iii 1ats0,i,r Qua,n' - / 9 I'agc 2 I9ai'ci Vu 9205/0/ ,', I ?. 0

DUST CONTROLS:

6 Dust control will be undertaken whenever possible to dispose of water by evaporation. If saturation occurs and runoff results the water will flow back to settling pond. ie. cease application of dust control when runoff is observed.

I

WATER QUALITY:

7. A daily visual assessment of the water quality will be made at the same time as the

I Settling Pond level is checked. Water quality measurements will be taken using a hand

held turbidity meter when the Western Settling Pond is approaching a level at which

I

discharge will occur.

Based on the level of turbidity and the height of water in the Settling Pond, the following

I

decisions will be made:

If turbidity is satisfactory (i.e. water quality acceptable for discharge) no action needs to be taken.

I If turbidity is high the Settling Pond will need to be dosed with flocculant. Gypsum

in slurry form should be spread across the surface of the Settling Pond at a dosing

I

rate of 50 to 100mg/litre.

Between 2-7 days will be required after dosing for removal of sufficient suspended

material to allow discharge.

I Note:

Discharge from the Western Settling Pond will only occur under conditions when water

quality is satisfactory. Monitoring undertaken since December 1996 indicates that in

I general satisfactory water quality can be achieved without Gypsum dosing. This situation

will be improved as the larger storage structures are commissioned thereby increasing

I detention times. Therefore Gypsum dosing may only be required under very adverse

weather conditions.

I STAFFING:

I It is estimated these tasks will require 1-2 man hours per day on average.


rj Consulting Engineers

wi If aj<, Ouafth t at flat.vwi'.v ( 11w,' - 1997 Pagc 29 I'a,A IiH/c! .\) 920510<1. ,, 1? 0

5.4.2 Maintenance:

In order to ensure the continued efficient operation of the water management system a

Ivariety of maintenance tasks will be undertaken. These can be categorised into:

(i) Plant maintenance.

I (u) Pond/diversion channel maintenance.

' Timing for maintenance should occur prior to the likely period of maximum use - e.g. all

pumping equipment should be checked in December in readiness for the likely heavy

rainfalls in January June. Irrigation equipment should be checked at least every four

I months to clear blocked lines and spray heads and to rectify leaking lines etc. This is in addition to fortnightly visual checks to identify any major problems.

1 Pond Maintenance will largely consist of an annual examination of the condition of the

Pond wall and spillway construction and assessment of the level of sedimentation. When

I the sedimentation level in the pond approaches 10% of pond capacity, sediment removal

will be required. Sediment removal will be undertaken during periods of low pond storage (August - October) using an hydraulic excavator or dragline. The excavated fines will be

I transported to the Fines Drying Area west of Broken Head Road for consolidation, drying

and ultimately, sale as a construction fill material.

Diversion channel maintenance will be undertaken prior to January of each year to check

for erosion of walls and to clear excessive vegetation growth. In addition, the requirement

for new diversion channels will be assessed to isolate newly rehabilitated areas of catchment.

1 5.4.3 Monitoring:

Water quality shall be monitored daily using a handheld turbidity meter whilst water is

I being discharged off site to assess the quality of water being discharged to watercourses.

The test locations will be immediately downstream of the water discharge. i.e. downstream from the Western Settling Pond and downstream from the Eastern Settling

I Pond. Additionally, the water quality in the Settling Ponds will be assessed visually for the

likelihood of a discharge above the set level of sediment concentration, and action taken

I

accordingly such as to Gypsum dose or increase detention times.

Water samples shall be taken for laboratory testing of turbidity, suspended solids and pH

I in accordance with the EPA Licence Conditions. These tests will be used to calibrate the

cntena used for visual assessment and handheld turbidity meter testing of water quality.



Rpn,i an TI a,', Oua/,t' S Ia,zacn,,c',,i a liaiso 7 n v Oua,' - 1997

I

'nil/n/k /'a,k I'iolcci Va 92051 Oil, is'p I ?. 0 /'ag 30

6.0 CONCLUSION

This report has presented a plan of management for stormwater runoff on the Batson Quarry site at Suffolk Park. The main concepts of the plan are as follows:

I Contain sediment laden runoff from the east disturbed catchment and redirect it to the western side of Broken Head Road. Runoff containing sediments as a result of quarrying is to be effectively prevented from entering Taylors Lake.

I Onsite disposal of as much collected runoff as is possible by irrigation and use in

I

materials processing.

Runoff discharged to watercourses on the west side of the quarry to comply with EPA guidelines for water quality.

Diversion of 'clean' runoff from vegetated and rehabilitated areas away from the

disturbed catchments to minimise the quantity of sediment-laden runoff to be handled.

6.1 Impact Assessment

IA Water Balance study has been undertaken to determine the effectiveness of the control

measures proposed (including silt traps, Settling Ponds, water reuse in the Wet

Processing Plant and water disposal by irrigation and evaporation). The results of the

I study show:

I

- Discharge from the catchment will be substantially reduced.

- Sufficient detention time (between 2 - 8 weeks depending on rainfall conditions)

I

on site will occur to allow water quality to be improved prior to discharge off site.

- The calculations show that some runoff from the Eastern Catchment towards

I Taylors Lake may occur during very high rainfall events when diversion pumping

- of 15MLJmonth is used. Operational procedures have been proposed which will

I increase the pump rate from the Eastern Settling Pond to the Western Settling

Pond during high rainfall events to prevent sediment-laden runoff towards Taylors

Lake. This water will be discharged to the western natural watercourse after

treatment in the Western Settling Pond.

- The silt traps and Settling Pond structures proposed are sufficient to control

stormwater runoff provided the operational procedures are adhered to.

Discharge volumes of runoff from the total disturbed catchment by Year 3 will represent

only 28% of total rainfall on the catchment i.e. approximately 72% of rainfall falling on the

total disturbed catchment will be disposed of on site.


I I

oh I If(Il('l ( )11(1/111 4, AhImIgIc a! /(h!.S1)h!.V O,,ab,' - 1997

I .'ii1//I, I'aiI, I'iajec:! No 920.IOIij I ,20 J'age 31

I The impact of the controls on the Taylors Lake Catchment will be reduce the total

catchment water volume in any rainfall event by approximately 2 5% This is relatively

I

insignificant when compared to normal rainfall variations between year of 50% - 100%.

The total volume of water discharged to the western natural watercourse will be

I approximately 35% of rainfall on the western catchment when averaged over the years

of record assessed. This is similar in volume to the naturally occurring flow and will

therefore have little significant effect on water flows to the Newrybar Drain

1 6.2 Operations

An operational procedure has been prepared to manage the system in accordance with

the requirements of this management plan. It is estimated that commitment of one staff

member for 1 - 2 hours per day will be required for ongoing operation of the water

management system. In addition, construction of dams, diversion drains etc, plant

installation and ongoing maintenance will be required.

Water quality testing has been undertaken on runoff samples collected in mid December

1993. Bench tests indicate that the addition of Gypsum at a concentration of 100mg/litre

causes flocculation of the colloidal material and settlement proceeds quickly to produce

high quality water (below 50mg/litre suspended solids) in approximately 5 days.

It is proposed that visual assessment of water quality in the Western Settling Pond be

used to determine whether water quality is acceptable for discharge. Monitoring in this

fashion in 1996/1997 has proved reliable, with discharges of water with suspended solids

content over 50mg/litre being rare during this time. Should the visual assessment indicate

the water has suspended solids content too high to allow discharge, it is proposed to dose

the dam with Gypsum. The flocculant will be added to the pond by mixing the gypsum into

a slurry and casting over the water surface at a dosing rate of 50-1 00mg/litre. A detention

time of up to 5 days will be required following dosing for flocculation and settlement of

suspended sediments prior to water discharge. Visual assessment and testing with hand

held turbidity meters will be undertaken to monitor discharge water quality in association

with monthly laboratory testing.

The effect of Gypsum dosing will be to raise total dissolved salt levels to approximately

116mg/litre. This is a low total level and is not likely to have an appreciable impact on

water quality in the Newrybar Drain.

I Li I

I I n

I I I I I I I

[1 RAY SARGENT & ASSOCIATES PTY LTD


WI I V(Itcr )II(I/I' .\ f(l/I(1I('lII('/II (1 /(.I(SW1 s OII(Jlrl' - 199 7 /',' 32 .lI/j)/I /(III /'IQ/('C! .\. 9205 I0L 1('J 1 '2.0

6.3 Results of Monitoring

I Monitoring has been undertaken by Batsons since 1994, of occurrence of discharge from

the Clean Water dam and the Eastern (Interim) Settling Pond, and the quality of discharge water. Since the commissioning of the Process Water Pond, the quality of water

I discharged from the Clean Water dam has been within the EPA criteria for 68 of the 73

measurements undertaken Of the 5 measurements which exceeded the 50mg/I

suspended solids criteria, the results were 80, 52, 63, 59 and 51mg/litre. These results

Iindicate that the controls instituted to date are operating well. The proposed controls will

improve the performance of the system and reduce the probability of incidence of non

complying discharges below the small number that have been identified since December

1 1996.

I It is important to note that these discharge suspended solids levels have been achieved

with no Gypsum dosing of collected stormwater. With increased pond sizes as proposed,

stormwater detention times will improve and reduce further the levels of suspended soils

U in discharge water. Therefore it is likely that Gypsum dosing will only be required under

very adverse weather condition. Sufficient reduction of suspended solids can be achieved

without recourse to Gypsum dosing under normal conditions.

1 k I k

I I I I I RAY SARGENT & ASSOCIATES PTY LTD


I I I I I I I I I I I I I I I I I

APPENDIX A I

I

/) ii (If) Olmllfv t .\ JU,1(I()1I(,,( (II I(%tSO/I v Ouarn , - 1997 I'agv 33

,ii//I/ l'a/A Iij I .\.' 92051 Oil 1 c/7 I 2. ()

APPENDIX A NOTATION

I Maximum Storage ML:

I Rump Rate ML/month (East)

I

Diversion Rate MLlmonth (West)

ITop/Btm Waterlevel ML

I Runoff Coeff:

Evap. Area:

Evap. Coeff:

Year:

I

Net month:

Storage:

Diversion:

I Overflow:

Total Rain:

Total Diversion:

I

Total Overflow:

I I I I I

Available total storage in the silt trap and sedimentation

dam for that year (ML).

The maximum volume of water than can be diverted to the

west Clean Water Dam in one month (ML).

The maximum volume of water than can be released from

the western clean water dam to Midgin Creek via the

controlled outflow pipe. The dam level at which diversion of water will either start

or stop respectively. This is designed to model an

automated system.

Total Rainfall Catchment.

Runoff Coefficient.

Total area available for evaporation including water

surfaces, vegetated irrigation areas and dust control areas.

Evaporation Coefficient. This represents the year of rainfall record used to calculate

the adjacent water balance figures.

As per Section 3.3 (ML)



As per Section 3.5 (ML) The total rainfall on the catchment for the given year (ML).

The total volume of treated runoff diverted in the given

year either from east to west or controlled flow from west

to the Unnamed Natural Watercourse. The total volume of dam spillway overflow for the given

year.



WATER BALANCE ML (EAST) Maximum Storage ML 16 YEAR 1 Pump Rate ML/mnth 15 Top Water Level ML 8 Catchment RnOffCoeff EvapArea EvapCoeff Btm. Water Level ML 2 10 Ha 0.85 4.2 Ha 0.8

YEAR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

TOTALS ML

TOTAL DIVER - OVER RAIN SION FLOW

1971 Ntth 120 129 52112 Storage 2.0 2.0 2.0 7.2 J 2.0

io 2 1 3 s o 3 3 8 3 5 _____

2.0 TPL5.3 2.0 0.0 1.8 3.4 1262

Diversion 10.0 12.9 8,1 0.0 Overflow j 0.0J 0.0 00 00

6.4 J 10.2 0.0 0.0 7.2 0.0 0.0 0.0

0.0 00 00 0'0.0:0.00 549

0.0 1972 Net-th 343 12.5 225 81

Storage 19.3 16.0 16.09.1 25.7

16.0 J 20.1 -04 -17 -27 46,2 69 -2.9

16.0 2.0 0.3 0.0 16.0 7.9 5.0 247.6 i

Diversion15.0 15.015.015.0 15.0 15.0 13.6 0.0 0.0 15.0 _15.0 0.0 133.6 Overflow8.3 0.87.50.0 1 3.7 5.1 0.0 0.0 0015.20.0 0.0 40.6 -

1973 Net reth 1.7 24.018. _ 04 1 16.7 5.0 13.3 -1.2 0 3 6.5 1 1,0 5.3 159.7 Storage 7 1.7 1 10.7 ' 3.72.0 3.7 2.0 2.0 0.8 1.1 7.6 2.0 2.0

Diversion 0.0 15.0 15.0 10.1 15.0 6.7 13.31 0.0 0.0 110 6.5 6.3 87.9 0.0 0.00.00.0 0.0 0.0 0.0 ov~Lrflow

1 0.0 0.0 110 1 0.0 0.0 0.0 1974 Netrrrth 17.9 7.6 554 41,9 10.1 21.9 -40 3.4 2.2 -1.7 10.1 -1 4 237.6

Storage 2.9 2.0 16.0 16.0 11.1 16.0 2.0 1 5.4 1 7.6 5.9 1 2.0 0.6 Diversion 15.0 8.5 15.0 15.0 15.0 15.0 10.0 1 0.0 0.0 0.0 14.0 0.0 107.5 Overflow 0.0 0.0 _26.426.9 0.0 2.0 0.0 0.0 L 110 1 0.0 0.0 0.0 j 55.3

1975 Netrr,th -3.5 16.2 _32.7 23_ 2 6.4 12.6 -0.3 21.3 140 I 10,8 8.9 29.4 243.4 Storage 0.0 2.0 _16.016.0 7.4 5.0 4.7 11.0 10.0 1 5.72.0 i 16.0

Diversion 0.0 14.2 I 15.015.0 15.0 15.0 0.0 15.0 15.0 15.0 1 ' 12.6 1 15.0 i 146.8 Overflow 0.0 0.0 1 3.08.2 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.4 11.7

1976 Netreth 5.2 39.5 25.4 9.4 23.1 34.9 13.8 L -2.0 3.3 0.1 1 53 -1.9 229.4 Storage T 0.0 16.0 1 16.010.4 16.0 16.0 14.8 r2.0 5.3 5.5[2.0 0.1

Diversion 15.0 15.0 15.015.0 15.0 15.0 15.0 10.8 1 0.0 0.0j8.8 0.0 124.6 Overflow 0.0 8.5 11.40.0 2.5 19.9 0.0 1_20 _ 0.0 0.0 0.0 0.0 42.4

1977 Netreth 2.0 19.3 21.26.7 13.2 1 4.1 8.2 1 .24 0.5 2.7 .1.2 1 -2.5 139.3 Storage 2.0 6.2 12.4 4.1 2.3 6.5 2.0 0.0 0.5 3.2 2.0 0.0

Diversion 00]. 15.0 15.0 15.0 15.0 0.0 12.7 0.0 0.0 00 00 0.0 72.7 Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 , 0.0 0.0 0.0

1978 Net rrrth 4.8j 3.6 31.3 14.2 19.3 0.7 0.2 12.5 1.8 13.5J4.0 20.6 197.4 Storage 4.8 2.0 16.0 15.2 16.0 2.0 2.2 2.0 3.8 2.4 6.4 12.0

Diversion 0.0 6.4 15.0 15.0 15.0 14.7 0.0 12.7 0.0 15.0 0.0 15.0 108.8 Overflow 0.0 0.0 2.3 0.0 3.6 0.0 0.0 110 0.0 0.0 110 0.0 1 5.9

1979 Net rnth [203 5.9 5.0 19.4 5.4 14.5 16.5 -2.9 -3.5 7.8 2.4 .2.7 156.6 Storage 5.9 2.0 7.0 11.4 2.0 2.0 3.5 0.5 0.0 7.8 2.0 0.0

Diversion 15.0 10.8 0.0 15.0 14.8 14.5 15.0 0.0 0.0 0.0 8.2 0.0 93.3 Overflow j 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1980 Net rrrth 3.0 7.6 0.5 4.9 9.8 14.5 5.2 5.6 -5.8 1 1 6.8 10.6 139.4 Storage 3.0 2.0 2.5 7.3 2.2 2.0 7.2 2.0 0.0 2.0 1 2.0 2.0

Diversion 0.0 8.6 0.0 0.0 15.0 14.7 0.0 10.8 0.0 6.5 j 6.8 10.6 73.0 Overflow 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0

1981 Net rrrth 2.1 33.1 0.7 22.4 15.7 3.4 -0.7 3.5 -0.5 2.7 13.3 9.7 170.3 Storage 2.1 16.0 1 2.0 9.4 10.1 2.0 1.3 4.8 4.3 TO 62 2.0

Diversion 0.0 15.0 14.7 15.0 15.0 11.5 0.0 0.0 0.0] 0.0 15.0 13.0 Overflow 0.0 4.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.2

1982 Net rr,th 10.2 5.6 [ 13.2 7.1 12.2 10.2 11.4 6.7 21.5 10.7 1 -3.5 2.5 173.8 Storage 0.0 5.6 3.7 2.0 2.0 2.0 2.0 2.0 8.5 4.2 1 0.7 3.2

Diversion 10.2 0.0 1 15.0 8.8 12.2 10.2 11.4 6.7 15.0 15.0 11 0.0 0.0 104.5 Overflow 0.0 023 1 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 j 0.0 1 0.0 0.0 0.0

1983 Net rrrth 0.1 55 -2.8 8.4 24.3 25.7 1 15.3 9.3 - 6.3 1 3.6 22.5 17.1 202.9 Storage 0.1_ 5.6 3.0 2.0 11.3 16.0 16.0 10.3 2.0 5.6 13.1 163

Diversion 0.0 0.0 0.0 9.4 1 15.0 15.0 15.0 15.0 14.6 0.0 15.0 15.0 114.0 Overflow 0.0 0.0 0.0 0.0 L 0.0 6.0 0.3 0.0 0.0 0.0 1 0.0 0.0 6.3

1984 Net re th 7,5 15 3.4 14.8 6.1 33.0 9.6 -2.2 -2.4 17,8 26.3 3.9 200.5 Storage 0.0 p 2.0 5.4 5.2 2.0 16.0 10.6 ] 2.0 0.0 2.8 14.1 3.1

Diversion 15.0 I 13.4 0.0 15.0 9.3 15.0 15.0 6.4 0.0 1 15.0 15.0 1 15.0 _______ 134.1 ______

Overflow 0.01 0.0 0.0 0.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 4.0 1985 Net rrrth -1.7 10.9 21.8 14.0 14.7 7.0 12.2 -1.0 6.2 7.2 1.5 1 -1.3 154.9

Storage 0.0 2.08.6 7.5 7.3 2.0 2.0 1.0 7.3 2.0 3.5 2.2 Diversion 0.0 8.9 1 15.0 15.0 15.0 12.3 12.2 0.0 0.0 J 12.4 0.0 0.0 90.8 Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1986 -Net r,rth 6.0 1.2 3.0 4.8 13.5 7.2 2.3 51 -2.5 -0.4 14.5 45 121.4

Storage 0.0 1.2 4.2 2.0 2.0 2.0 4.3 2.0 0.0 0.0 2.0 6.5 Diversion[ 6.1 0.0 0.0 7.1 13.5 , 7.2 0.0 7.4 0.0 0.0 12.5 0.0 53.8 Overflow 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0- 0.0 0.0 0.0

1987 Net rethjjlO 14.3 30.9 ' 15.6 8.2 9.2 6.8 12.5 .44 5.6 -2.8 149 175.7 Storage 1.0 2.0 16.0 16.0 9.2 3.4 2.0 2.0 0.0 5.67 2.7 2.6

Diversion 0.0 13.4 15.0 15.0 15.0 15.0 8.2 12.5 0.0 0.0 0.0 15.0 ________ 109.1 _______

1988 Overflow

Net rrrth I

StorageIiLO

260

0.0 3.7

2.0

1.8 0.5 24.8 52.0

11.8 16.0

0.0 0.2

2.0

0.0 14.5

20

0.0 18.8

5.8

0.0 9.4

20

0.0 11.2

20 -4.9

0.0

TTho 0.3

113

öd 17.0

2.3 244.3

Diversion 15.0 12 15.0 15.0 14 14 15.0 0.0

i3 0.0

11.2 0.0

o 0.0

0.0 0.0

io 0.0

[ 140.6 Overf tow 0.0 0.0 0.0 32.7 1 0.0 0.0 I 32.7

MEAN VALUES 184.5 1 102.7 11.4

I I I F~

I

WATER BALANCE - ML (WEST) Maximum Storage ML 7 YEAR 1 Diversion Rate MLJmth 20 Top Water Level ML 3 Catchment RnoffCoef Eva pArea EvapCoeft Plant Use Bottom Water Level ML 2 9 0.85 5.1 0.80 6

YEAR JAN FEB MAR APR MAY JUN JUL AUG SEPT OCT NOV DEC

TOTALS - ML


8 2504 125 6 1 7.4 113.6 1971 Net th 1 131 174 1 33 , O1-62 55

Storage 2.0 2.0 Diversion 11.1 17.4 Overflow 0.0 0.0 rt tb 39 4 193

_2.0 0 0 0.4 2.0 0.0 0.0 1 8.1 0.0 0.0 11.2 0.0 0.0

2.0 0.0 0.0 0.0 1 1.3 I 0.0 0. 0 -.--0.0

0.0 0.0 - 0.0 49 9 13 6 7 0 7

49.1 0.0 0.00.0 0.000(10 0.0

.99

- - 0.0 222.8 - 1972 28 3 •5 2 31 7 26 7 6 1 .99

Storage J 70 6 3 70 2 2 70 70 20 00 00 .f7020 20.0 18.60.0 22.90M0.0

00 Diversion Overflow

20.0 - 20.0 20.0 20.0 20.0 i 20.0 11.1 - 0.0 0.0 1 169.7 _11.8 0.0 7.6 0.0 6.9 - 6.70.0 0.0 L 0.0 55.9

1973 Netr,th 52 1 29.8 149 105 _234 _44 ,j87_.52 .69 .15 .5543 143.7 Storage 0.07.0 2.0 2. _5.4 2.02.0 _0.0 .1.0.0 0.0 J 0,02.0

Diversion 0.020.0 19.910.5 _20.0 7.8 _18.7 _0.0 0.0 0.0 j0.02.3 i 99.2 _______ Overflow 0.02.6 0.00.0 _0.0 0.0 0.0 _0.0 00 0.0 0.0 _0.0 2.6

1974 Net th 24.0 _8.0 58946_8175 284 _-0 _9 _-42 -53 -9.1 167 - -93 213.9 Storage 6.0 _2.0 7.07.0 __4.5 7.0 _2.0 _0.0 .10.0 0.0 2.0 0.0

Diversion 20.0 _12.0 20.020.0 _20.0 -

20.0 4.1 0.0 j 0.0 0.0 13.7 0.0 129.8

1975

Overflow r, Net th

0.0 -115

_0.0 - _21.7

33.926.6 37.4 294

0.0 13.8

5.9 19.7

0.0 -7.1

o.ol 27.5

0.0 20.8

0.0 1 17.4

0.0 0.0 13.3 _345 219.0

66.3

Storage 0.0 _2.0 7.0 7.0 2.0 2.0 0.0 7.0 7.0 4.4 2.0 7.0 Diversion 0.0 _19.7 20.020.0 18.8 19.7 0.0 1 20.0 20.0 20.0 15.7 20.0 193.9 Overflow 0.0 _0.0 12.4 _9.4 00 0.0 0.0 1 0.5 0.8 0.0 0.0 9.6 32.7

1976 Netreth 12.1 _44.2 32.116.7 29_7 40.4 21.0 I 1.8 -4.2 -7.6 5.9 _-9_9 206.5 Storage 2.0 _7.0 7.03.7 7.0 7.0 7.0 [2.0 0.0 0.0 2.0 . 0.0

ion 17.1 20.0 20.020.0 20.0 20.0 20.0 I 6.8 0.0 0.0 3.9 _0.0 147.8 low 0.0 I_19.2 12.1(10 6.4 20.4 1.0 L0.0 0.0 0.0 0.00.0

1977 LNetrth -6.5 _25.4 27,414.3 20_8 -3.0 13,4 -9.3 -7.0 .5.2 -89-10_8 125.4 ge 0.0 F 5.4 7.02.0 2.6 0.0 2.0 J 0.0 0.0 0.0 0.00.0 _______

ion 0.0 20.0 20.0 _19.3 20.0 0.0 11.4 0.0 0.0 0.0 0.0 _0.0 90.7 Overflow 0.0 0.0 5.8 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 _0.0 5.8

1978 Net reth -3.5 2.2 36.4 20.9 25.9 1 5.6 -6.5 17.2 -5.8 20.2 -3.9 ]_28.3 177.7 Storage 0.0 L2-2 1 7.07.0 7.0 1 2.0 0.0 2.0 0.0 2.0 0.0 - 6.3

Diversion 0.0 0.0 20.020.0 11 20.01 13.6 0.0 15.2 15.2 0.0 18.2 0.0 - 20.0 127.0 Overflow 0.0 ro.o 11.6 0.8 59J

_ 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 - 18.3

1979 Net rr,th 25.7 9.9 -2.8 25.8 12.9 21.2 1 23.4 -9.9 -10.6 -0.4 2.7 .10.6 140.9 Storage 7.0 r2.0 0.0 5.8 2.0 3.2 J 6.6 0.0 0.0 0.0 2.7

Diversion 20.0 14.9 0.0 20.0 1 16.8 20.0 j 20.0 0.0 0.0 0.0 0.0 i 0.0 111.6 Overflow 6.0 0.0 0.0 0.0 0.0J 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0

1980 Net rrrth .5.4J 8.2 -7.1 -2.6 172 21.4 -2.0 8.9 -13.1 7.0 5.1 F 12.7 125.5

Storage 0.0 2.0 0.0 0.0 1 2.0 3.4 1 1.4 2.0 0.0 2.0 2.0 2.0 Diversion 0.0 J 6.2 0.0 0.0 15.2 20.0 1 0.0 8,2 0.0 5.0 5.1 12.7 72.5 Overflow 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 _______ _ 1 0.0

1981 Net r,rth -5.0 38.2 7.7 28.6 22.6 7.9 -7.6 -4.1 -7.8 -5.0 19 14.2 153.3 __________

Storage 0.0 7.0 2.0 7.0 7.0 2.0 0.0 0.0 0.0 0.0 2.0 2.0 ________

Diversion 0.0 1 20.0 12.7 20.0 20.0 12.9 0.0 0.0 0.0 0.0 17.9 F 14.2 117.7 Overflow 0.0 11.2 0.0 3.6 2.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17.3

1982 Netmrth 12.1 -2.3 20.0 33 16.7 12.8 15,0 8,0 27.5 17.3 -11.0 -5.5 156.4 EEE~

Storage 2.0 0.0 2.0 20 2.0 2.0 2.0 2.0 7.0 4.3 0.0 0.0 Diversion 12.1 0.0 18.0 8.3 16.7 12.8 15.0 6.0 20.0 20.0 0.0 0.0 128.9 Overflow 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 2.6 0.0 0.0 I 0.0 2.6

1983 Net reth -7.7 -2.5 -9.7 10.1 30.6 32.0 22.4 16.7 - 12.9 -4.0 263 . 22 2 182.6 Storage 0.0 1 0.0 0.0 2.0 7.0 7.0 7.0 3.7 2.0 0.0 7.0 7.0

Diversion 0.0 i, 0.0 0.0 8.1 20.0 20.0 20.0 20.0 14.6 0.0 20.0 200 142.7 Overflow 0.0 0.0 0.0 0.0 5.6 12.0 2.4 0.0 0.0 0.0 1.3 3.2 24.5

1984 Net rrrth 14.5 20.2 -4.2 - 21 7 8 1 35.7 17.1 -2.6 -96 24.0 31.7 11.1 180.4 Storage 2.0 2.2 0.0 2.0 2.0 7.0 41 1.3 0.0 4.0 _7 0 2.0

Diversion 19.5 - 20.0 0.0 19.7 8.1 20.0 20.0 0.0 0.0 20.0 20.0 16.1 163.3 Overflow 0.0 0.0 0.0 0.0 0.0 13.7 0.0 0.0 0.0 0.0 8.7 0.0 22.4

1985 Net rnth L -9.5 11.7 1 27.7 20.9 1 21.8 12.0 18.5 1 -7.8 -1.4 11.6 1 -6.1 - -9.1 139.4 Storage 00 2.0 7.0 7.0 TO 2.0 2.0 0.0 0.0 2.0 0.0 0.0

Diversion 0.0 9.7 20.0 20.0 20.0 17.0 16.5 0.0 0.0 9.6 0.0 , 0.0 112.8 Overflow 0.0 . 0.0 2.7 0.9 1.8 00 0.0 F 0.0 0.0 0.0 0.0 - 0.0 5.3

1986 Net reth 40 -6.4 -4.5 43 19.1 7.1 -4 7 5.2 -9.6 -8.1 let -3.5 109.3 Storage 2.0 0.0 0.0 2.0 2.0 2.0 0.0 1 2.0 0.0 0.0 2.0 0.0

Diversion 2.0 0.0 0.0 2.3 19.1 7.1 0.0 3.2 0.0 0.0 16.4 0.0 ______ 50.1 ______

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1987 Netreth -6.8 19.2 36.122.4 15.9 168 7.6 17.3 -11.4 -2.4 -10.2 21,0 158.1

Storage 0 0 7.07.0 2.9 2.0 2.0 2.0 0.0 0.0. 0.0 _2.0 Diversion 0.0 _ 17.2 20.0 20.0 20.0 17.8 7.6 17.3 0.0 0.0 0.0 19.0 138.9 Overflow 0.0 _0.0 11.1 2.4 0.0 0.0 0.0 0.0 0.0 0.0

0.0 L 0.0

-7.8 _232

13.5 1988 Net reth 31.4 8.7 30 55.8 75 2225.8 14.9 14.3 -12 219.9 -

Storage Diversion Overflow

20.0 64

_13.7 0.0

7.07.0 20.020.0 5.635.8

2.O 12.5 0.0 T

3.2f].Q 20.0 0.0

20.0 r 1 .8

2.0 19.9 0.0

2.0 14.3 0.0

0.0 0.0 0.0

0,03.2

0.0 20.0

0.0 _0.0 180.3 -

49.6 F I MEAN VALUES 166.0 - 123.7 21.2

I

I

I

i

I

I

I

I

E

WATER BALANCE ML (EAST) axlmum Storage ML 22 YEAR 2

ump Rate MLimnth 15 op Water Level ML 8 Catchrnent RnOffCoeff EvapArea EvapCoeffm. Water Level ML 2 10 Na 0.85 6.8 Ha 0.8

;y,EAR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

TOTALS • ML


19 25 2 i 1' -23 126.2 1971 85,1075 e 23 1 10 9

Storage Diversion

2.0 076 2.0 LO 2.0 3.9 .4L2.6__0.00.0 6.5 10.7 0.0 8.5 0.0 1 8.1 0.0 0.0 0.0 0.0 0.0 0.0 33.9

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.00.0'0.0 0.0 1972 Nt th 32_110.7 205 0 24,8 19.3 -2 7 -4 4 -5.7 450 3.7 •s a 247.6

Storage _

17.1 12.8 18.49.4 1 19.2 22.0 4.3 0.0 0.0 22.010.73.8 - - Diversion 15.0 15.0 15.0 15.0 1 15.0 15.0 15.0 1 0.0 0.0 15.015.0 0.0 135.0 Overflow 0.0 0.00.00.0 0.0 1.5 0.0 0.0 0.0 8.0 0.00.0 9.5

1973 Ntrth -16 22.1535.2 1 15.5 3,3 123 -3.5 -2,1 3.8 -2.830 159.7 Storage 0.0 7.1 2.0 2.0 2.5 5.9 3.2 0.0 0.0 3.8 1.0 , 4.0

Diversion 0.0 15.0 r_10.46.2 15.0 0.0 15.0 0.0 0.0 0.0 0.0 _0.0 61.6 Overflow 0.0 1 0.0 ' 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _0.0 0.0

1974 Nt th 15.7 1 5.0.55.4 416 8.9 21.3 .66 1.0 -0.3 -4.8 7.4 -5.3 237.6 Storage 01 5.722.022.0 15.9 22.0 2.0 3.0 2.7 0.0 7.4 20

Diversion 15.0 0.0 ' 15.015.0 15.0 15.0 13.4 0.0 0.0 0.0 0.0 0.0 Overflow 0.0 0.0 24.1 26.6 1 0.0 0.2 0.0 0.0 0.0 0.0 0.0 1 0.0 51.0

1975 Ntr,th _-7,5 14.1312 222 4.6 11.3 -2.0 20.0 12.5 6.2 6.1 27 7 243.4 Storage 0.0 2.018.222.0 11.6 7.9 5.9 10.9 8.3 2.0 2.0 1 14.7 ________ ________

Diversion 0.0 12.1 15.0 15.0 15.0 15.0 0.0 15.0 15.0 14.6 6.1 15.0 137.9 ________ Overflow 0.0 1 0.00.03.4 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 3.4

1976 Ntr,th 2.1 38.5i25.079 220 24.5 13.0 -4,4 0.9 .32 2.1 -8 .2 229.4 Storage 0.0 22.0 _22.014.9 22.0 22.0 20.0 2.0 2.9 0.0 2.1 0.0

Diversion 14.8 15.0 15.015.0 15.0 15.0 15.0 13.6 0.0 0.0 0.0 0.0 118.4 Overflow 0.0 1.8 10.00.0 0.8 19.9 0.0 0.0 0.0 0.0 0.0 0.0 32.6

1977 Nt rth .2.4 17,4 19.953 12.6 2.7 6.9 -4.7 .2.4 -0.4 -4.5 -7.0 139.3

Storage 0.0 2AF 7.3 2.0 2.0 47 2.0 0.0 0.0 0.0 0.0 0.0

Diversion 0.0 15.0 15.010.6 12.6 0.0 9.5 0.0 0.0 0.0 0.0 0.0 62.6

Overflow 0.0 [0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1978 rtr,th 1.1 0.7 29.812.3 18.4 -0.5 -1.6 11.2 -0.6 11.5 1.1 152 197.4

Storage 1.1 1.9 16.614.0 17.4 2.0 0.4 2.0 1.4 2.0 3.1 6.3 ' Diversion 0.0 0.0 15.015.0 15.0 14.6 0.0 9.5 0.0, 10.9 0.0 15.0 95.0

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0

1979 Nt-nth 18.6 4.6 2.513.2 4.0 13.9 15.6 -5.3 -6.4 [ 5.0 [.os -7.0 156.6 Storage 3.6 2.0 4.57.6 2.0 2.0 2.6 0.0 0.0 5.0 1 43 0.0

Diversion 15.0 6.3 0.015.0 9.6 13.9 1 15.0 0.0 0.0 0.0 1 00 0.0 74.7 Overflow O.Oj 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 110 110 00 0.0

1980 Ntr,th -1.1 j 5.2 -2.6 2.8 8.5 13.7 3.5 3.7 -9.4 6.2 1 3.3 7.6

Storage 0.0J 5.2 2.65.4 20 2.0 5.8 2.0 0.0 6.2 1 2.0 70 Diversion 0.0 0.0 0.00.0 11.9 13.7 0.0 7.6 0.0 0.0 J 7.4 . 7.8 48.4

Overflow 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 001 0.0 0.0 r17 1981 t _ 0.3 32.0 -2.421.2 14.6 2.0 .2.5 1.1 -3.2 -0.1 11.2 6.7 1

Storage 0.3 17.3 2.08.2 7.8 2.0 0.0 1.1 0.0 0.0 2.0 2.0 ______ Diversion 0.0 15.0 12.915.0 15.0 7.8 0.0 0.0 0.0 0.0 9.2 6.7 81.6 Overflow 0.0 1 0.0 0.00.0 1 0.0 0.0 0.0 0.0 0.0 0.0 11 0.0 0.0 0.0

1982 N1tmth 7.6 3.0 11.85.2 I.ii.. 9.1 10.3 5.3 20.0 5.1 -7.1 -1.0 173.8 Storage 0.0 1 3.0 2.07.2 3.3 2.0 2.0 7.3 12.3 5.3 0.0 0.0

Diversion 7.6 1 0.0 1 12.50.0 15.0 10.4 10.3 0.0 15.0 15.0 j 0.0 1 0.0 85.7

Overflow 0.0 1 0.0 11 0.00.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 110 0.0

1983 Ntrnth -3.4 2.6 -5.35.6 1 22.9 25.4 14.5 73 3.7 1.2 20.6 148 202.9 Storage 0.0_ 2.6 0.06.8 15.7 22.0 21.5 14.4 3.2 4.4 10.0 9.8

Diversion 0.0 0.0 0.00.0 15.0 1 15.0 15.0 15.0 15.0 0.0 15.0 150 105.0 I Overflow 0.0 0.0 0.00.0 0.0 4.1 0.0 1 0.0 0.0 0.0 0.0 0.0 __ 4.1

1984 Ntr,th 4.9 13.3 0.913.5 4.8 33.0 5.6 -4.6 -5.3 15,5 24,4 10 200.5 Storage 0.0 2.0 2.92.0 6.8 22.0 15.6 2.0 0.0 2.0 i 11.4 2.0

Diversion 12.7 11.3 0.014.5 0.0 15.0 15.0 9.0 0.0 13.8 1 15.0 10.4 116.7 Overflow 0.0 0.0 0.00.0 1 0.0 2.8 0.0 0.0 0.0 0.0 0.0 0.0 2.8

1985 Ntroth -5.5 8.7 1 20.212.5 1 13.8 5.9 11.1 -2.8 4.2 4.6 -1.3 -52 154.9 Storage 0.0 2.0 1 7.24.7 3.5 2.0 2.0 0.0 4.2 I 70 0.7 0.0

Diversion 0.0 6.7 15.015.0 15.0 7.4 iLl 0.0 0.0 6.8 0.0 0.0 _______ 77.0 Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1986 Ntnth 3.0 -1.6 052.7 12.4 1 6.1 0.6 1 3.5 -5.2 '1-3.7 12.1 15 121.4 Storage 3.0 1.3 1.84.5 2.0 2.0 2.8 6.3 1.2 1 0.0 1 _2.0 3.5

Diversion 0.0 1 0.0 0.0 0.0 14.9 6.1 0.0 0.0 0.0 1 0.0 10.1 110 31.2

:

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1987 Nt ,-nth -2.4 12.3 29,6 14 4 7.3 5.4 5.4 ' 11.5 -7.2 12.8 -6.1 12.2 175.7

Storage 0.0 2.0 16.5 16.0 8.3 2.0 7.4 3.9 0.0 2.8- 0.0 2.0 Diversion 0.0 10.3 1 15.0 15.0 15.0 14.7 0.0 15.0 0.0 110 0.0 10.2 95.2 ______ Overflow 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 oo 0.0 0.0

1988 Ntrth 24.0 1.2 1 23.5 520 1.5 13.8 18.2 7.9 9.4 -8.8 -3.3 14 8 244.3

2g! P Q 1 10.5 5.5 4.3 2 2 2.0 9-9 J2 Diversion Overflow 1

15.0 0.0

8.2 0.0

15.0 15.0 15.0 15.0 15.0 13.4 9.4 0.0 0.0 12.8 ____

133.9 ____ o" 0.0 ö 0.0 m.00T

MEAN VALUES 184.5 87.9 7.2

I

I

WATER BALANCE - ML (WEST) MaxImum Storage ML 25 YEAR 2 Diversion Rate ML/mth 20 Top Water Level ML 8 Catchrrtent RnoffCoef Eva pArea EvapCoeff Plant Use

Bottom Water Level ML 2 10 0.85 7.5 0.80 6


TOTALS - ML

TOTAL DIVER - OVER

RAIN SION FLOW

1971 Ntth8 1 1 149 751108

Storage 2.02 0 0.9 5.7 0

55141 13 9 3

0.0 0.0 0.0 90 0.0

Jo 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -11 1 -125 536 11 8 -140

1262 J 2.0 0.0 ____________-

Diversion 6.1 14.9 0.0 0.0 0 - Overflow 0.0 0.0 0.0 0.0 0.0

8.8 °°L_9•°

0.0 0.0 29.9

0.0 247.6 1972 Netti 40.s 191 29 44 336 281 57

Storage 20.6 19.7 250 19.4 Diversion 20.0 20.0 20.0 20.0

25.0 20.020.0J

250 107 20.0

00 0.0

00 0.0

25 016 8 28 20.090 0.0

_________________ 180.0

_____ Overflow 0.0 0.0 3.8 0.0 8.0 j 8.1 0.0 0.0 0.0 8.6 0.0 0.0 28.6

1973 Nt,th -85 I 30.6 ] 90 58 24.2 .3.1 1 211 .10.1 -97 -39 159.7 Storage 0.0 10.6 i 2.0 7.8 12.0 2.0

1 6.9 3.1 0.0 0.0 1 no 0.0 0.0 ______

Diversion 0.0 20.0 17.6 00 20.0 i 20.0 1 0.0 0.0 1 0.0 _0.0 0.0 84.5 ________ Overflow _0.00.0 0.0 0.0 0.0 0.0 - 0.0 0.0 2L00 0.0

1974 Ntth

_ 241 _-1.7 _54400.6 176

_ 02 .5.7 -69 .116 07-12A 237.6

Storage _ -

4.1 2.4 1 25.0 25.0 22.6 _25.0 5.2 0.0 0.0 0.0 _0.70.0 -Diversion 20.0 1 0.020.020.0 _20.0 20.0 20.0 0.0 0.0 0.0 0.0 0.0 120.0

Overflow _0.0 __0.0 _21.8 30.6 _0.0 7.7 0.0 0.0 0.0 0.0 _0.00.0 I 5 363

60.1

1975 Mtroth .149 1 19.7 407 309 1 13.1 200 -8.4 28.6 21.1 16.3 243.4 Storagj0.0 2.0 _22.025.0 18.118.0 2.0 10.6 11.7 8.0 2.018.3

Diversion _0.0 17.7 _20.0 20.0 20.0 20.0 7.6 20.0 20.0 2O.0 1.5-20.0 196.8 Overflow 0.0 0.0 _0.07.9 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 7.9

1976 47.6 1 33.7 16.4 31.9 439 21 _9 2.5 -5.8 -lol .48.134 229.4 1 Storage _8.4 1 25.0 _25.021.4 25.0 25.0 25.0 7.5 1.7 0.0 j- _0.00.0

Diversion 1 20.0 1 20.0 1 20.0 20.0 20.0 1 20.0 20.0 20.0 L 0.0 0.0 0.0 0.0 160.0 Overflow 0.0 11.0 13.7 0.0 1 8.4 23.9 1.8 0.0 0.0 1 0.0 0.0 0.0 58.7

1937 Net r,th -9.6 25.9 28.5 3.4 19,9 .37 10.0 -11.4 -9.1 .73 .11.7 -14.2 139.3 Storage 0.0 5.9 14.5 3.9 - 2.8 0.0 2.0 0.0 0.0 0.0 0.0 0.0

Diversion 1 0.0 20.0 i 20.0 20.0 20.0 0.0 8.0 0.0 0.0 0.0 0.0 0,0 88.0

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1978 Ntrth .59 .60 38.4 20.8 27.2 7,4 -8.1 14.4 .73 15.8 -5.7 28.5 197.4

Storage 0.0 0.0 18.4 19.2 1 25.0 12.4 1 4.2 2.0 0.0 2.0 0.0 6.5 Diversion 0.0 0.0 1 20.0 20.0 1 20.0 20.0 0.0 16.6 0.0 13.8 0.0 20.0 130.4

Overflow 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3

1979 Nt roth I 27.0 43 .4.2 26.8 7.2 21.5 24.4 -12.0 -13.1 1 .1.7 1 -7.6 -14.2 156.6 Storage 13.6 2.0 0.0 6.8 2.0 3.5 8.0 0.0 0.0 0.0 1 0.0 _0.0

Diversion _20.0 15.8 0.020.0 12.0 20.0 20.0 0.0 0.0 0.0 0.0 _0.0 107.8

Overflow 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 _0.0 _ 0.0 1980 t4trnth _.8.2 -1.5 -94 -3.7 14.0 21.3 -2.5 4.8 37 - 6.8 139.4

Storage _0.0 0.0 0.00.0 2.0 3.3 0.7 5.5 0.0 1 00 1 3.7 _2.0

Diversion 0.0 0.0 0.00.0 12.0 20.0 0.0 0.0 0.0 0.0 1 0.010.5 42.6

Overflow 0.0 0.0 0.00.0 0.0 -

0.0 0.0 0.0 0.0 0.0 11 0.00.0 0.0 1981 Nt r,th -6.2 40.7 3.729.9 23.3 3.3 -9.0 -5.6 .99 -5.8 13.8 16.7 170.3

Storage 0.0 20.7 4.414.3 17.7 2.0 0.0 0.0 0.0 0.0 _ _2.0 _2.0 ______

Diversion 1 0.0 20.0 20.020.0 20.0 19.0 0.0 0.0 0.0 0.0 1 11.8 - 6.7 117.5

Overflow 0.0 0.0 0.00.0 0.0 1 0.0 0.0 0.0 0.0 0.0 _0.0 _0.0 0.0

1982 Ntrth 8.6 -3.7 175-13 19.7 13.1 14.3 .1.1128.6 16.4 _-14.1-79 173.8

Storage 2.0 0.0 2.00.7 2.0 2.0 2.0 0.9 I 9.5 5.8 1 0.00.0 Diversion 8.6 0.0 15.50.0 1 18.5 Ti3cl 14.3 0.0 20.0 20.0 0.00.0 110.0 Overflow 0.0 0.0 [ 0.00.0 1 0.0 1 0.0 0.0 0.0 ThTÔ 0.0 0.00.0 0.0

1983 Nt r,,th -104 .4.2 I -1210.4 32.7 34.3 23.3 16.6 - 12.1 .5.5 29.123.1 202.9 Storage _0.0 1 0.0 0.00.4 13.1 25.0 25.0 1 21.6 13.6 2.0 11.1 _14.3

Diversion 0.0 1 0.0 0.0 0.0 20.0 20.0 20.0 20.0 I 20.0 6.2 1 20.02110 Overflow 0.0 0.0 _0.00.0 0.0 2.4 3.3 11OTO.O 0.0 0.00.0 5.7

1984 Nitr,thI109 18.0 -57 21.8 .1.6 42.0 173 -2.3 -12,1 23.1 32.8 - 48 200.5

Storage j5.2 3.2 0.0 2.0 0.4 22.4 19.7 o1 0.0 3.1 15.9 _2.0 Diversion 20.0 20.0 0.019.8 0.0 20.0 20.0 15.5 ] 0.0 20.0 20.0 _18.5

Overflow0.0 0.0 0.00.0 1 0.0 0.0 0.0 110 0.0 0.0 -0.0 0.0 0.0 1985 etrnth _ -12.5 8 28.821.2 22.5 7.1 15.9 .2.4 4.8 -8.0-12.2 154.9

Storage 0. 1 2.0 10.812.0 14.5 2.0 2.0 0.0 0.0 4.8 0.00.0 Diversion _0.0 6.8 20.020.0 20.0 19.5 15.9 0.0 0.0 0.0 0.00.0 102.3

Overflow _0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.00.0 0.0 1986 Ntr,th -3.8 .84 -6.2-3.9 21.1 6.0 -5 6 -29 -11.9 -108 15.6 _-5.4

Storage _0.0 0.0 0.00.0 2.0 8.0 2.3 0.0 0.0 0.0 2.0 _0.0 Diversion 0.0 0.0 0.00.0 19.1 0.0 0.0 0.0 0.0 0.0 13.6 0.0 _____ 32.7

OverflowToo 0.0 0.0 0.0 0.0 0,0 oo 0.0 ____ 0.0 1987 Ntrth -9 16.1 383 23 1 16.1 16_9 -0,9 20.2 -13.9 .3.9 .130156 175.7

Storage '0.O 2.0 20.323.4 1 19,4 16.3 2.0 2.2 00 0.0. 0.0 2.0 Diversion 0 14.1 20,020.0 1 20.0 20.0 13.4 20.0 0.0 0.0 0.0 13.6 141.1

Overflow i 0.0 0.0 1 0.0 0.0 0.0 0.0 _29_0.0 _ _____ _____ 0.0 1988 Nt th 1 32.5 2.8 32.181 _0 1 7.1 226 27.0 14.9 12.2 -15.8 -103

0.0 0.0

21,1 244.3 Storage5

Diversion 20 141 50 121147 7 167 89 00 2.0

19.1 20.0 15.3 20.0 20.0 20.0 20.0 20.0 20.0 20.0 0.0 194.4

Overflow O.O 110 30.1 0.0 00 'ThT ThÔ öo tTh. - 30.1

f MEAN VALUES 184.5 1 119.9 1 10.7

I

I

I

I

I

1

I

I

I

I

L

I

I

I

I

I

P

I

I

I

WATER BALANCE - ML (EAST) MaxImum Storage ML 25 YEAR 3 Pump Rate ML'mnth 16

Top Water Level ML 8 Catchment RnOffCoeff EvapArea EvapCoeff Btm. Water Level ML 2 9.4 Ha 0.85 7.9 Ha 0.8


TOTALS • ML

TOTAL DIVER- OVER RAIN SION FLOW

1971 Net r,th 60 8,8 3 6 4 2 1 7.8 0.8

Storage 6.O2.05.a7.25.0 20 2.8 J '3.7

0.0 0.0 0.0 -5.7

-0

110 0.0 0.0 .71

0.0 0.0 0.0 416

0.0 0.0 0.0 0.0 0.0 ts st

118.6 __________

23.7

232.7 1

_____

J 0.0 11version 0.0 12.8 0.0 0.0 0.0 10.90.0 Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Netreth 290 8,9 162 44 22.9 17.7 -3.8

Storage 1 13.0 5.9 8.1 2.0 8.9 10.6 6.8 1972

1.1 1 0.0 25.0 10.6 1.9 Diversion 1 16.0 16.0 16.0 10.5 1 16.0 16.0 0.0 0.0 0.0 16.0 16.0 0.0 122.5 ________

overflowLo.0 0.0 0.0 0.0 0.0 J, 0.0 110 0.0 0.0 0.6 0.0 0.0 0.6 1973 Net rrrth 19.7 3 4 4 6 13,9 2.2 11.1 .4.6 -3,3 I 2.0 -4.8 1 0 9 150.1

Storage 0.0 3.7 7.1 2.0 2.0 4.2 2.0 0.0 0.0 2.0 0.0 0.9 0iversion . 0.0 16.0 0.0 , 9.7 13.9 0.0 j 13.2 0.0 0.0 0.0 0.0 0.0 52.8 1 Overflow] 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 0.0 0.0 0.0

1974 Net ,rth 13.4 3.2 52 ' 390 7.6 19.7 1 -7.7 -05 -1.7 .53 5.4 1 -73 223.4 Storage 1.1 4.3 1 25.0 25.0 16.6 20.4 J 2.0 1.5 0.0 0.0 1 5.4 0.0

Diversion 12.3 0.0 1 16.0 16.0 1 16.0 16.0 10.7 0.0 0.0 0.0 0.0 1 0.0 87.1 Overflow 0.0 0.0 15.4 1 23.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 38.4

1975 l4etrrrth -9.5 12.1 26 3 20,3 3.2 9.9 -2.9 18.0 10 9 6.4 4.2 25 228.8 Storage 0.0 2.0 14.9 19.2 6.4 2.0 0.0 2.0 2.0 2.0 6.2 15.3

Diversion 0.0 10.1 16.0 16.0 16.0 14.3 0.0 16.0 10.9 6.4 0.0 16.0 0.0 0.0 0.0 ' 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 11 0. 0.0 0.0

1976 Net rrrth 0.2 36.1 1 22 7 6 5 21.5 32.8 11.7 -5.6 -0.6 .4.9 0.1 -54 215.6 Storage 0.0 20.1 25.0 15.5 21.0 25.0 20.7 2.0 1.4 0.0 0.1 0.0

Diversion 13.4 16.0 16.0 16.0 16.0 16.0 16.0 13.1 0.0 0.0 110 4 0.0 122.6 Overflow 0.0 0.0 1 1.8 J 0.0 0.0 12.8 0.0 0.0 0.0 0.0 0.0 0.0 14.7

1977 Netrrrth -4.8 15.3 1 15.0 4.1 11.4 1.7 5.6 -5.8 -3.9 -2.2 -6.5 -32 131.0 Storage 0.0 2.0 1 4.0 1 2.0 2.0 3.7 2.0 0.0 0.0 0.0 0.0 0.0

Diversion 0.0 13.3 1 16.0 6.0 11.4 0.0 7.3 0.0 0.0 0.0 0.0 0.0 54.1 Overflow 0.0 0.0 0.0J 0.0 1 0.0 0.0 0.0 0010.0 0.0 0.0 0.0 0.0

1978 Net rrrth -1.1 -1.0 27.1 10.4 1 16.8 -1,6 -2.5 9.8 -2.0

Storage 0.0 0.0 11.1 5.6 1 6.3 4.7 2.1 2.0 0.0 Diversion 0.0 0.0 16.0 16.0 16.0 0.0 0.0 9.9 0.0 7.6 0.0 1 15.1 Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1979 Net rrrth 15.2 3.0 09 16.4 2.9 12.7 14.2 -6.4 .77 3.1 -2.6 -9.2 147.2 Storage 0.2 3.2 4.1 4.4 7.3 4.0 2.2 0.0 0.0 3.1 0.6 0.0 _______ ________

Diversion 16.0 0.0 0.0 16.0 0.0 16.0 16.0 0.0 0.0 0.0 0.0 0.0 64.0 Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 110 0.0

1980 Netnrth -3.4 3.4 -42 1.5 7.2 12.4 2.8 2,4 -10.9 4.4 1.0 1 5.7 131.1 Storage 0.0 3.4 0.0 1.5 2.0 2.0 1 4.8 7.2 0.0 4.4 5.4 2.0

Diversion 0.0 0.0 0.0 0.0 6.7 12.4 0.0 0.0 1 0.0 0.0 0.0 9.1 28.2 Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0

1981 Net e,th -0.8 29.4 -40 19.3 13.1 1.0 -3.5 -04 -4,5 -1

0~7 ..'

Storage 0.0 13.4 2.0 5.3 2.4 3.4 0.0 110 0.0 0 Diversion 0.0 16.0 7.5 16.0 16.0 0.0 0.0 0.0 0.0 0.0 7.3 0.0 62.8 Overflow 0.0 0.0 0.0 1 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 j 0.0 1 0.0 0.0

1982 Net rrrth 5.7 1.3 9.5 3,9 9.7 7.9 90 4.1 17,9 6.1 1 -8.8 -2.9 163.4 Storage 0.0 1.3 I 2.0 5.8 2.0 1 2.0 2.0 6.1 8.0 2.0 0.0 0.0

Diversion 10.3 0.0 9.1 0.0 13.5 7.9 9.0 0.0 16.0 12.1 0.0 0.0 78.0 _______ Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1983 Net reth -5.2 0.71 -65 1 5,5 22.2 23.7 13.1 6.7 1 - 2.0 -0.3 18.3 12.5 190.7 Storage 0.0 0.7 0.0 i 5.5 11.6 19.4 16.5 7.2 2.0 1.7 4.0 2.0

Diversion 0.0 0.0 0.0 i 0.0 16.0 16.0 16.0 16.0 7.2 0.0 16.0 14.5 101.8 _______ Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1984 Netreth 3.1 11.3 -0.6 12.1 3.7 31.0 75 5.7 -6.5 13.7 21.8 .0.8 188.4 1 Storage 3.1 2.0 1.4 2.0 5.7 20.7 12.2 6.5 0.0 2.0 1 7.8 1 7.0

Diversion 0.0 12.4 0.0 1 11.5 1 0.0 16.0 16.0 0.0 0.0 11.7 16.0 .- 1 0.0 83.6 Overflow 0.0 0.0 0.01 0.0 1 00 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0

1985 Netr,,th 11 -7.4 6.9 16.1 11.0 L12.4 4.9 9.8 -3.7 2.7 2.9 -2.8 -7.1 145.6 StoragJ0.0 6.9 9.0 4.0 2.0 6.9 2.0 0.0 2.7 5.6 2.8 0.0 __ _______

Diversion 0.0 0.0 16.0 16.0 14.4 0.0 14.7 0.0 0.0 0.0 0.0 0.0 61.2 Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0

1986 Netrrrth 1.1 -3.2 .1 3 1.3 11.0 5.1 -0.1 2.4 -6.4 -5.5 10.0 -04 114.1 Storage 1.1 0.0 0.0

1.3 2.0 7.1 7.0 2.0 0.0 0.0 2.0

Diversion 0.0 0.0 0.0 0.0 I 10.4 0.0 0.0 7.4 0.0 0.0 8.0 0.0 25.8 0.

0.0 ThTãJo.o 0.0 0.0 o.o 0.0 0.0 0.0 0.0 1987 Net rrrth -4.3 10.4 27 1 12.9 6.3 7.4 4,3 10.2 .5,3 1.1 -7.6 9.8 165.1

Storage 0.0 2.0 13.1 0. 10 2.0 2.0 6.3 2.0 0.0 1.1. 0.0 2.0 Diversion 0.0 8.4 1 16.0 16.0 14.4 7.4 0.0 14.5 0.0 0.0 0.0 7.8 84.6 Overflow 0.0 -0.0-T 0.0 1 9_iiii 0.0 0.0 0.0 0.0 0.0 _______ _______ 0.0

1988 Net ,rrth 21.5 -0.3 213 48.8 'J-2 3 12.6 18.7 5.6 7,7 -10.5 -5.2 12.7 229.7 Storage 5.5 5.2 10.5 1 25.0 6.7 3.3 40 2.0 20 00 00 10

Diversion Overflow

16.0 0.0

0.0 0.0

16.0 j 0.0

16.0 18.3

16.0 0.0

16.0 0.0

16.0 0.0

8.6 0.0

7.7 0.0

0.0 0.0 0.0 I

0.010.7 0.0 1 -

123.0 18.3

MEANVALUES 173.4 76.5 4.

fl

U

I

I I I I I

L i fl

Li

I I E Ll

U

I I I

I

I

Top

WATER BALANCE ML (WEST)

MaxImum Storage ML 25 YEAR 3

Diversion Rate ML/mth 20

Water Level ML 15 Catchrrient RnoffCoef EvapArea EvapCoeff Plant Use

Bottom Water Level ML 5 8 0.85 8 0.80 6


TOTALS - ML

TOTAL DIVER- OVER

RAIN SION FLOW

1971 -59 -89 11 0-61-102 .7.7H52 . --

Storage 1 -2 6 10.7.7 0.7 O.QJ 11.0 4.90.0 _0.0 0.0 1 0.0 0.0

Diversion 0.0 0.00.00.0 0.0 0.00.00.0 0.0- ft0O.0 0.0 0.0

Qverf low

0.0 0.0 0.00.0 0.0 0.00.0 0.0]0.Oj0.040.0

Nt rr,th 1 33 616.72467329 1 24,7 1 -10_4-12.2

0.0 44,8 1 9.9 5 s 198.1

- _____________ 0.0

1972 -73.5

Storage 13.6 10.3 1 14.35.0 . 14.1 18,88.4 _0.0 0.0 1 24.8 1 14.6 0.0

Diversi 20020.0 20.0 17.1 20.0 20.0 0.0 0.0 0.0 20.0 20.0 0.0 - 157.1

Overflow

0.0 0.0 0.0 0.0 0.0 11 0.0 0.0 0.0 0.0 0.0 i 0.0 1 0.0 0.0

1973 r-trrh -105 25.9 -45 65 1 19.1 1 .5.0 162 -110 J -10.0 -67 -120 -66 127.7

Storage 1 0.0 . 5.9 1.4 7.9 7.0 2.0 1 5.0 0.0 j 0.0 0.0 0.00.0

Diversion 0.0 20.0 1 0.0 0.0 20.0 0.0 1 13.2 0.0 0.0 0.0 0.0 1 0.0 53.2

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1934 Nt ,,,th 16,6 1 -4.5 54 3 43.1 15.9 25.5 -3.0 -7 6 -8.6 -12.9 I -2.7 -14 1 190.1

U

_____

Storage 5.0 - 0.5 25.0 25.0 20.9 25.0 5.0 1 0.0 0.0 0.0 0.0 0.0

Diversion I 11.6 I 0.0 20.0 20.0 - 20.0 20.0 17.0 0.0 0.0 0.0 0.0 0.0 108.6

Overflow 0.0 0.0 9.8 23.1 0.0 2.4 1 0.0 - 0.0 0.0 0.0 0.0 0.0 ___ 35.3

Ntth -16.1 13.311 34 2 25.7 11.9 16.0 -9.3 24.7 13.4 4.6 J.3.8 30.5 194.7

1975

Storage 0.0 13.3 25.0 25.0 16.9 12.9 3.6 8.3 5.0 9.6 5.8 16.3

Diversion 0.0 0.0 20.0 20.0 I 20.0 20.0 t.9._J 20.0 16.7 0.0 0.0 20.0 136.7

Overflow 0.0 0.0 0.0 0.0 0.0 i 0.0 9.3

Ntth 6.1 40.4 1 287 14.8 28.2 379 19.6 j 1.2 -7.7 -11.8 J -7.6 1 -15.2 183.5

1976

Storage 5.0 25.0 25.0 19.8 25.0 25.0 24.6 5.8 0.0 0.0 0.0 0.0

Diversion 17.4 20.0k 20.0 20.0 20.0 20.0 20.0 20.0 0.0 0.0 0.0 0.0 _______ 157.4

Overflow 0.0 0.4k 8.7 0.0 3.0 1 17.9 1 0.0 1 0.0 0.0 0.0 00 0.0 _ _______ 30.0

1977 Nt ,th -12.2 19.4 247 2.8 14.8 -5.3 5.4 1-12.1 -10.7 -9.5 -13.3 - -15.1 111.5

StoragJ0.0 6.0 9.7 12.4 7.3 2.0 7.3 0.0 0.0 0.0 0.0 I 0.0

Diversion 0.0 14.4 20.0 0.0 - 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 54.4

0.0 0.0 0.0 00 0.0 0.0 00 (10 00

1978 Net roth -8.7 -8.2 323 17.9 11.5

• Storage 0.0 (10 12.3 10.3 14.1 5.9 0.0 11.5 2.6 3.3 5.0

0.0 0.0 20,0 20.0 20.0 0.0 0.0 0.0 0.0 ~11.

0.0 19.6 _______ 79.6

Dive

rs

ion 0.0 - 0.0 0.0 0.0 0.0

__

0.0 0.0 0.0 0.0 0.0 0.0

1979 t4t r,th 22.7 -4.6 -5.5 23.3 -4.2 20.5 21.7 -12.6 -13.9 -4.7 -9.7 - -15.0 125.2

Storage 7.7 3.1 0.0 5.0 0.8 5.0 6.7 0.0 0.0 0.0 0.0 0.0

20.0 (10 0.0 18.3 0.0 16.2 20.0 0.0 0.0 0.0 0.0 0.0 74.5

Dive

rs

ion Ove low 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1980 Nt roth -10.9 -4.3 -11.1 -5.8 6.2 16.6 -4.3 -4,8 -17.1 -3.4 -6.9 6.5 111.6

Storage 0.0 0.0 0.0 I 6.2 5.0 0.7 0.0 0.0 0.0 0.0 6.6

0.0 I 0.0 0.0 0.0 0.0 17.8 003 0.0 0.0 0.0 0.0 0.0 17.8

Dive

rs

ion Overflow 0.0 1003 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0

1981 Nt r,,th -7.5 I 34.5 -3 4 25.9 20.6 -5.9 -9.8 -7.5 -11.2 -5.5 5.2 -3.5 136.3

Storage 0.0 11.1 17.0 j 17.6 11.7 1.8 0.0 0.0 0.0 j8.2 4.7

Diversion 0.0 20.0 0.0 20.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 60.0

5 0 0.0 0.0 i 0.0 0.0 (10 0.0 0.0 0.0 0.0 0.0 0.0

1982 Ntr,th _

7.9J -6.1 107 -3.7 15.2 8.1 10.2 -3.3 24.5 10.0 -15.2 -10.2 139.1

Storage 12.5 6.5 5.0 1.3 5.0 13.1 5.0 1.7 6.3 5.0 0.0 0.0

Diversion 0.0 0.0 12.1 0.0 11.5 0.0 18.3 0.0 20.0 11.2 0.0 0.0 73.2

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 1 0.0 ______ 0.0

1983 Nt Mth 1 -12.2 -6.9 -130 -2.1 28.7 1 30.1 20,8 15.0 - 1.7 -7.4 24.7 i 15.0 162.3

Storage 00. 0.0 0.0 0.0 8.7 18.7 19.5 14.5 5.0 0.0 5.0 5.0 ________

Diversion 0.0 I 0.0 0.0 0.0 20.0 20.0 20.0 20.0 11.2 0.0 19.7 18.0 128.9

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0. 0.0 _______ _______ 0.0

1984

Overflow Net mth -4.7 _14.9 -7715.2 -3.5 36.4 15.9 -12.0 -13.1 16.4 27.6 _ -8.1 160.4

Storage 0.3 _5.0 0.0 5.0 1.5 17.9 13.8 1.8 0.0 - 5.0 12.6 _4.5

Diversion 0.0 110.3 0.010.2 0.0 20.0 20.0 0.0 0.0 11.4 20.0 _0.0 91.8

-6-verflovv 0.0 1! 0.0 0.0o.oLo.o 0.0 Thã 0.0 0.0 0.0 0.0 0.0 ____ ____ 0.0

1985 Netr,th -742 _-1.2 24.718.7 18.5 -2.3 16.6 -10.0 -4.7 -4.8 -9.7 _-14.0 123.9

Storage - _0.0 0 5.0.0 5.05.0 5.0 2.7 5 0.0 0.0 0.0 0.0 _0.0

Diversion

_

0.0 0.0 19.718.7 18.5 0.0 14.2 0.0 0.0 0.0 0.01 0.0 71.2

Overflow 0.0 0.0 0.00.0 1 0.0 0.0 0.0 1 0.0 0.0 0.0 0.00.0 0.0

1986 Net,th -6.5 -10.2 -8.' _5.9 13.2 -2.2 -6.8 2.7 -12.8 -12.3

-

9.3 _-7.8 97.1 I Storage 1 0.0 0.0 0.0 0.0 13.2 11.1 4.2 6.9 0.0 0.0 9.3 _1.5

Diversion 0.0 _

0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _0.0 _____ 0.0

0.0 0.0 0.0 0.0 0.0 0.0 _0.0 0.0

1987

Ntrth 1 -113103 32.5204 13.3 1 7.4 ,j -3.0 16.7 -14.4 -6.4 -14.1 99 140.5

Storage 0 .0 10.3 22.823.2 16.5 5.0 L 2.0 5.0 00 0.0 1 0.0 _8.9

Diversion 0.0 0.0 20.020.0 20.0 18.9 0.0 13.7 0.0 0.0 0.0 _0.0 1 92.6

6verf10 003003 0.0 0.0 0.0 0.0 0.0 °° 0.0 -122

01 144

4.4

çL2 0.0

1988 Netr,th

Storage Diver5ioJ0.0

_27.3

16.2 T8.7 Jo.o

I -75

27551.5 7.2

16.225.0 12.2 ~20,4 24.0

16 7.4

603 7,5

12.5 -16.8

0.0 195.5

20.0 20.0 _20.0 I .0 20.0 18.9 0.0 0.0 L°-Q 0.0 138.9

overiiow'TTh.o To.0Jo.0 22.8 0.0 To.o 0.0 0.0 0.0 0.0 1_0.00.0 22.8 __

MEANVALUES 147.6 I 83.1 _ 5.4

LI

WATER BALANCE ML (EAST) eximum Storege ML 27 YEAR 4

ump Rate ML'mnth 16

op Water Level ML 10 Catchrnent RnOflCoeff EvapAree EvapCoeff

m. Water Level ML 2 7.9 Na 0.85 8.7 Ha 0.8

;y,EAR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

TOTALS ML


I ------ I 1971 Nr,t 23 57 . 2 7 .35

Storage 2L8. O928SSO 57

- --- 49 -25 -102 59

00 00 009000

--____

20 14 I

- -

Diversion 0.0 0.0 0 0 0.0 0.0 Overflow 000 000000Or00

8.7 j_.0 0.0 00. 0.0 0.0 0.0 00 O.IOO

8.7 00 I 6.0 00

Net eth 22 5 60 13.6 2 186 14,3 -50 1 -69 -83 1 34.0 1 -1 2 -'0 9 195.5

I1972

Storage 6.6 2.0 2.0 4.06.6 4.9 0.0 0.0 0018.0 2.0 0

Diversion 16.0 10.7 13.8 0.0 1 16.0 16.0 0.0 0.0 00J_6.0J14.8 0.0 103.3 -

Overflow 0.0 0.0 1 0.0 0.0 0.0 1 0.0 0.0 0.0 1 0.0 1 0.0 0.0 0.0 0.0

1973 Net 7j_ -5 5 15.1 1 0.7 2 10.7 0 5 8.6 -5.7 -47 -05 -70 -1 9 126.1

I Storage0.0 _2.0 2.74.3 2.0 2.5 2.0 0.0 0.0 0.0 _0.00.0

Diversion _0.0 _13.1 1 0.00.0 13.5 0.0 9.1 0.0 0.01 0.0 0.0 - 0.0 35.6

Overflow 0.0 0.0 0.00.0 _0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 _____ _______ 187.7

0.0

1974 Net r1 0.7 438 325 5.5 16.1 -8.5 -2.3 -3.3 .77_ 2.4 - -92

I Storage_ 2.0 27.0 27.0 1 16.5 1 16.6 8.2 5.8 2.5 00 - 2.4 0.0

Diversion 0.0 1 8.2 16.0 16.0 1 16.0 1 16.0 0.0 0.0 0.0 0.0 0.0 0.0 72.2 _____

Overflow 0.0 0.0 2.8 16.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19.3

1975 Net r,,th .11 2 8.5 22.7 '52 1.3 7.3 -38 14.1 7.9 3.4 1.3 11 197 192.3

I

Storage 0.0 8.5 16.2 16.4 2.0 9.3 5.5 3.6 2.0 5.4]6.7 10.5

Diversion 0.0 0.0 16.0 16.0 15.7 0.0 0.0 16.0 9.5 0.0 4 00 - 16.0 89.2

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 j 0.0 0.0 0.0 _______ _______ 0.0

1976 Net th -23 29.8 18,0 42 17.9 27.6 9.2 -6.6 .251 -6.7 1 -2.5 - -10.5 181.2

I

Storage 0.0 13.8 15.8 4.1 6.0 17.6 10.8 4.2 1.7 o.oj 0.0 0.0

Diversion 0.0 16.0 16.0 16.0 16.0 16.0 16.0 0.0 0.0 0.0 0.0 0.0

Overflow 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _______ 0.0

1977 Net retN -75 11.4 14.1 2.3 9.1 0.3 3.6 -6.8 H -4.4 -8.3 -11.3

orage 0.0 2.0 2.0 4.3 2.0 110.1

2.3 5.9 0.0 0.0 0.0 0.0 ________

Diversion 0.0 9.4 14.1 0.0 11.3 0.0 0.0 0.0 0.0 0.0i 0.0 0.0 ______ 34.8

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _______ ________ 0.0

1978 Net reth -3.8 -3.0 21.6 7.2 13.3 -2.6 -3.6 7.2 -3.6 6.4 -2.8 11 3 155.9

• Storage 0.0 0.0 5.6 2.0 2.0 0.0 0.0 7.2 3.6 9.9 7.1 2.4 _______ _______

Diversion - 0.0 0.0 16.0 10.8 13.3 0.0 0.0 0.0 0.OE 0.0 [0.0 15.0 _______ 56.2

I Overflow] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.Oj 0.0 0.0 0.0 _______ _______ 0.0

1979 Net rrrth 11.8 0.7 -1.3 12.8 1.3 10.1 11.3 -7.2 -8.7 0.4 .4.6 -11.2 123.7 __________

Storage 0.0 0.7 0.0 2.0 3.3 2.0 2.0 0.0 0.0 0.4 0.0 0.0 ________ ________

Diversion 12.2 0.0 0.0 10.8 0.0 11.4 11.3 0.0 0.0 0.0 0.0 0.0 _______ 45.7

I Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0

0.0 0.0 0.0

1980 Net mth -0 0.9 -5.9 -0.4 5.0 9.8 1.3 0.6 -12.0 1.8 -2.0 2.6 110.2

Storage 0.0 0.9 0.0 0.0 5.0 2.0 3.3 3.9 O.Ot 1.8 0.0 2.6

Diversion 0.0 0.0 0.0 0.0 0.0 12.8 0.0 0.0 0.0 0.0 0.0 - 0.0 _______ 12.8 _______

I Overflowj0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 [0.0 0.0 0.0 _______ _______ o.o

__ 1981 Net erth -2.1 23.9 -5.8 1 5.3 10.2 -0.4 -4.4 -2.2 -5.9 -3.6 6.2 1.9 134.6

Storage 0.0 7.9 2.1 2.0 2.0 1.6 0.0 0.0 0.0 0.0 6.2 7.7

Diversion 0.0 16.0 0.0 15.4 10.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 __ 41.6

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _______ 0.0 I__ __ Net rnth L._ -0.9 6.9 - 1.7 7.2 5.8 6.7 2.2 13.9 3.0 -10.2 -5.2 137.3

0.0 6.9 8.6 2.0 7.8 2.0 4.2 2.2 5.2 0.0 0.0 _ _______

Diversion 8.5 0.0 0.0 0.0 13.9 0.0 12.5 0.0 16.0 0.0 0.0 0.0 50.8

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DO 0.0 0.0 0.0 ______ 0.0

j

L98

1983 Net rr,th -72 -1.8 -7.8 3.3 18.3 19.7 10.4 4.5 -0.3 -2,1 13.9 8.6 160.3

Storage 0.0_ 0.0 0.0 3.3 5.6 9.4 3.7 8.3 8.0 5.8 3.8 2.0

Diversion 0.0 0.0 0.0 0.0 16.0 16.0 16.0 0.0 0.0 0.0 16.0 10.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _____ 0.0

IOverflow

1984 05 7.8 -2.5 9.2 2.1 26.1 5.5 -8.7 -7.9 9.9 16.7 -3.0 158.4 __________

0.5 8.3 5.8 2.0 4.1 14.2 3.7 0.0 0.0 9.9 10.7 7.7 _______ rN,1-1h

0.0 0.0 0.0 13.0 0.0 16.0 16.0 0.0 0.0 0.0 16.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1985 Net reth -93 4.0 14.1 32 9.6

61.0

3,3 7.4 -4.5 0.6 0.5 -4.5 -9.0 122.4

Storage 0.0 4.0 2.2 2.0 2.0 5.3 2.0 0.0 0.6 1.1 0.0 , 0.0 ______ _______

Diversion 0.0 0.0 16.0 8.3 9.6 0.0 10.7 0.0 0.0 0.0 0.0 0.0 44.6

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I 0.0 __

1986 ' Net reth -1.5 -5.0 -2.8 -0.6 8.4 3.5 -1,3 0,8 .75 -7.2 6.5 2. 95.9 ________

Storage 0.0 0.0 0.0 0.0 8.4 2.0 0.7 1.5 0.0 0.06.5J3.7

Diversion 0.0 0.0 0.0 0.0 0.0 9.9 0.0 0.0 0.0 0.0 9.9

Overflow i 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _ _______ 0.0 _

198] Netrnth{-6 7.1 21.9 9.9 4.6 5.6 2,6 7.8 -9.2 -1.3 -90 61 138.8

I storagef 0.0 7.1 13.0 6.9 - 2.0 7.6 2.0 9.8 0.6 00. 0.0 6

Diversion Overflow

0.0 0.0 16.0 16.0 - l5 0.0 2 0.0 (10 (10 0.0 0.O0.0 49.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 [_ 8

0.0 _

1988 Net r,rth15 5 -2.2 16.9 41.0 -3.3 100 13.6 4.3 5.1 -11,9 -7.3 193.0

I I Sg8J05 Diversion Overflow0.00.0

15.0 00 0.0

20 270 14.9 16.0 0.0 0,OöTö

77 16.0

20 15.8 0.0

20 13.6 0.0

0.0 0.0

9.4 0.0

0.0 0.0

0.0 63 00Th089 ._

0.00.0 0.0 101.6

- MEAN VALUES 145.7 54.9 1.1

I

1

WATER BALANCE ML (WEST)

Maximum Storage ML 25 YEAR 4

Diversion Rate ML'mth 20

Top Water Level ML 15 Catchmertt RnoffCoef EvapArea EvapCoeff Plant Use

Bottom Water Level ML 5 7.5 0.85 8 0.80 6


TOTALS ML

TOTAL DIVER - OVER

RAIN SION FLOW

-91 82 64 104 81 1 153 1 1' 1 20

110 8.2 1.7 j- 0.0 o.jo.00.o 0.0 0.0 0.0 0.0 0.0 110 0.0 -0.0

1971 Net sth 35 04 45

Storage 1 -3.5 110110 0.0

Diversion _0.0 0.00.00.0

94.7 I

0.0 Overflow 1 0.00.0 000.0 0.00.0 0.0 0.0 0.0 _1100.0 0.0 0.0

_______ 1972 Net r,th31.71062' _39 277 _237 1 -105 -123 -136 _424 1 80 56 185.7

Storage 11.75.06.' 2.3 10.0 _13.7 _____0.0 0.0 _22.410.40.0 Diversion 20.017.320.0 _0.0 20.0 1 20.0 0.0 0.0 0.0 _20.0 20.0 0.0 137.3

o.o' do_0.0 0.0 T0.otTh.oo. 0.0 o.öo oö _______ 1973 Netrt,th -109216 _5 _-38 17.8 5.4 113 I -11.1 -10.2 -62.123 _74 119.7

Storage 0.0 _5.0.0.00.0 5.0 0.0 1 11.3 0.1 0.0 0.0 0.00.0

Diversion 0.016.60.00.0 12.8 0.0 _0.0 0..0 0.0 0.00.00.0 29.4

Overflow 0.00.00.00.0 0.0 1 0.0 _0.0 0.0 0.0 0.0 0.00.0 0.0

1974 Net rrth 32 13.1516409 15.3 254 _-13.8 0 -8.9 -13.0 .34-14.4 178.2 Storage 3.2_6.3_25.025.0 20.3 25.0 11.2 1 3.2 0.0 0.0 .0 0.00.0-

DiversionDiversion 0.0 0.0 _0.020.020.0 20.0 20.0 1 0.0 0.0 0.0 0.0 0.0 0.0 80.0 _______

Overflow 1 00 _00 _129209 00 07 00 00 00 00 0000 345

1975 Netth -163 _2.3.320205 11.1 1 10 94 23.5 112 -2 40 289 182.5

Storage 0.02.3 _14.820.3 11.4 12.4 3.0 6.5 5.0 2.5 0.08.9 Diversion 0.0 _0.0 20.0 20.0 20.0 0.0 110 20.0 12.7 0.0 0.020.0 - 112.7

Overflow 0.0 _0.0 _0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 1976 Netr,',th -7.938.427_ 2 4 2 27.0 36.2 18_8 -12.0 1 -8.1 .120 -8__-15_5 172.1

Storage 1.119.4 _25.019.2 25.0 25.0 23.8 11.8 3.7 0.0 0.0

Diversion 0.0 _20.020.020.0 20.0 20.0 20.0 0.0 0.0 ao 0.0 _0.0 120.0

Overflow 0.0 - 0.01.70.0 1.2 ,

16.2 0.0 0.0 0.0 0.0 0.00.0 ____ 19.1

1977 Netrtth -127 14.421 _5-3.7 14.0 -5.6 -2.5 -12.2 -10.9 -99 1 -13.6.163 104.5

Storage 0.0 14.4 - 16.012.3 6.3 0.7 0.0 0.0 0.0 110 0.0 0.0 ______ Diversion 0.0 0.020.00.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 o.o[ 0.0 0.0 0.0 0.00.0 0.0

1978 1-jtrtth -93 -86 _306119 20.1 -8.3 -0.9 -92 0.3 -8.4 21.0 148.1

Storage 510 0.0 1 10.6 5.0 5.1 0.0 0.0 0.9 -

0.0 0.3 0.0 5.0 Diversion 0.0 0.0 20.0 17.5 20.0 0.0 0.0 0.0 0.0 0.0 0 16.0 73.5

Overflow 0.0 0.0 0.0 ' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1979 Net rtth 17.6 -5.1 -70 '7.0 .46 15.1 1 161 -12.6 .140 5.3 .101 .16.2 117.4

Storage 5.0 0.0 0.0 5.0 0.4 5.0 5.0 0.0 0.0 110 0.0 1 0.0 Diversion 17.6 0.0 0.0 12.0 0.0 10.5 16.1 0.0 0.0 0.0 0.0 0.0 56.2

Overflow 0.0 0.0 0,0 0.0 - 0.0 0.0 0.0 0.0 0.0 110 0.0 0.0 0.0

1980 Net mth -11.3 .4.9 -11.3 -6.2 -1.1 16.2 4.7 5.2 17.1 .4,0 -75 -3.3 104.6

Storage 0.0 1 0.0 0.0 0.0 0.0 5.0 0.3 0.0 0.0 0.0 0.0 0.0

Diversion 0.0 0.0 1 0.0 0.0 0.0 11.2 0.0 0.0 0.0 0.0 ,j, 0.0 - 0.0 11.2

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0

1981 Net ls,th .78 32.8 -112 24.1 - 13.9 .6.2 -100 -7.9 -11.4 -9.1 01 -43 127.7

Storage 0.0 1 12.8 1.6 5.7 5.0 0.0 1 0.0 0.0 0.0 0.0 0.1 0.0 ___ Diversion 0.0 20.0 0.0 20.0 14.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 54.6 _______

Overflow 0.0 1 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1982 Net roth 5.4 1 -6.6 1 0 7 -4.2 14.8 .04 13.0 -3.7 23.4 -2.9 .15.4 -10.6 130.4

Storage 5.4 1 0.0 0.7 0.0 14.8 1 14.4 7.4 3.7 7.1 4.2 0.0 0.0 Diversion 0.0 1 0.0 F 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0 0.0 0.0 4-0.0

Overflow 1 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1983 Net roth 1 -12.5 1 -7.4 -13' -2.7 27.4 28.8 19.9 -1.6 .6.0 -7.8 234 - 12.8 152.2

Storage J0.0 0.0 0.0 0.0 7.4 -J 16.2 16.1 1 14.6 8.5 0.7 5.0 - 5.0 Diversion 0.0 0.0 0.0 0.0 20.0 20.0 20.0 0.0 0.0 0.0 19.1 12.8 91.9

Overflow J 0.0 1 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1984 Net ,,th -5.3 1.6 - -9.' '59 -3.9 34.7 154 -12.1 -13.2 3.6 26.1 -8.5 150.3

Storage 0.0 1.6 0.0 5.0 1.1 15.9 1 11.2 0.0 0.0 3.6 9.7 1.2 Diversion 0.0 0.0 0.0 10.9 0.0 20.0 20.0 0.0 0.0 0.0 20.0 0.0 70.9

Overflow 0.0 1 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 i 0.0 0.0

1985 Net roth .144 -1.9 , 23.5 '02 12.9 -2.8 11.8 -10.1 -5.2 -5.3 -10.0 -14.2 116.2 Storage 0.0 0.0-7-5 - 4.0 0.0 0.0 0.0 0.0

Diversion 0.0 - 0.0 - 18.5 10.2 12.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 41.6

Overflow 0.0 1 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1986 Net roth -7.1 -10.4 F -5.3 2. 1 7.3 -7.1 -5.1 -129 -12.5 0.4 F -8,3 91.1

Storage 0.0 0.0 0.0 - 0.0 2.1 9.4 1 2.3 0.0 0.0 0.0 1 0.4 - 0.0 Diversion 0.0 0.0 i 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1987 Net roth -11.6 1 1.0 30 9 19.5 8.0 -0.6 4.8 1.5 -14.4 -8.9 -142 0.1 131.7 1 ______

Storage 0.0 i 1.0 1 11.8 11.4 5.0 4.4 9.2 10.6 0.0 0.0 0.0 0.1 Diversion 0.0 0.0 20.0 20.0 14.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 54.4

Overflow 0.0 O.O 0.0 510 510 0.0 (10 0.0 0.0 0.0 1100.0 00

1988 Netrr,th 25.9 -78 250 490 71 194 20.6 -1.7 8.4 -16.9 -125 2.7 183.2

Storage Diversion Overflow

5.9 0.0 5.0 25.0 12.1 11.4 20.0p.0

12.0 2O.0 0.0

10.2 5.0 0.0 0.0 2.7 ______ - -

20P 0 20 O 20.0 0.0

13.7 (10 000.0 0.0 0.0

1317

0.0 0.0 0.0 9.0 0.0 0.0 0.0 0.0 9.0

MEAN VALUES 138.3 i 63.7 1 3.5

1 I

I

I

I

I

I

I

I

I

d

1

I

I

I

I

I

I

I

WATER BALANCE - ML (EAST) Maximum Storage ML 27 YEAR 5 Pump Rate MLImnti, 15

Top Water Level ML 13 Catchment RnOffCoeff EvapArea EvapCoeff Btm. Water Level ML 5 7 Ha 0.85 8.7 Ha 0.8


TOTALS ML

TOTAL DIVER - OVER

RAIN SION FLOW

1971 Net r,th

Storage

-Diversion

1 0.7 42 0' .153.9 46 -1 2

1 0.7 4.9 5 0 3,5 0.0 1 4.6 3.4

0.0 0.0 _0.00.0 0.0 - 0.0 0.0 0.0 0.0]

'52L3.2 .104 •6.4 5

0.0 0.0 I 0.0 110

0.0 0..0 0.0 0.0

88.4

0.0

overflow 0.0 0.00.00.0 0.0 0.0 1 0.0 0.0 0,0 0.0 0.0 0.0 0.0

1972 Net r,th 393 4 5 11 7 1 16,1 12.4 1 -5.3 -7.2 1 -6,5 297 23 -'C 9 173.3

Storage 5.0 9.6 6.17.1 1 8.3 5.7 1 0.4 0.0 1 0.0 14.7 12.41.5

Diversion 14.3 0.0 15.0 0.0 1 15.0 15.0 1 0.0 0.0 0.0 15.0 0.00.0 74.3

Overflow 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0

1973 Nettt si 12.7 -0910 90 -0.2 72 -5.9 -5.1 .15 -7.7-2.9 111.8

Storage 0.0 1 12.7 12.25.0 5.0 4.8 L 12.0 6.2 1.1 0.0 110 _0.0

Diversion 0.0 0.0 1 0.08.2 9-0L 0.0 0.0 0.0 0.0 0.0 0.00.0 17.3

___ Overflow 0.0 0.0 0.00.0 0.0 _ 0.0 L 0.0 0.0 0.0 0.0 0.0 _0.0 _______ ________ 0.0

197 ____

4 Net rrth 7,5 -0.4 36626.8 1 4.4 14.1 1 -85 -3.0 -3.9 -8.0 1.1-97 166.3

Storage 7.5 7.2 27.027.0 16.4 15.5 7.0 4.0 0.1 0.0 1.1 _0.0

Diversion 0.0 0.0 15.015.0 15.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 60.0

Overflow 0.0 0.0 4.013.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17.7

1975 Nete,th .11.5 6.7 20.7140 0.5 5.9 .40 12.0 6.5 1 2.1 0,116.6 170.4

Storage 0.0 6.7 12.411.4 11.8 5.0 1.0 13.0 5.0 1 7.1 7.29.1

Diversion 0.0 0.0 15.015.0 0.0 12.8 0.0 0.0 14.5 i 0.0 0.0 15.0 72.2

Overflow 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0.0.0 0.0

1976 Net roth .32 26.2 154 3,2 15.8 24.4 TO .68 .31 -7.2 .35-10.9 160.6

Storage 0.0 11.2 11.6 _5.0 5.8 15.3 8.1 1.3 0.0 0.0 0.0 _0.0

Diversion 0.0 15.0 15.09.8 15.0 15.0 , 15.0 0.0 0.0 0.0 0.0 ' 0.0 84.8

Overflow 0.0 1 0.0 0.00.0 0.0 0.0 0.0 0.0 0.01 0.0 i 0.0 0.0 _______ 0.0

1977 Netrnth -83 9.4 12.01.4 7.8 -0.3 ], 2.6 69 .59 -5.1 -8.7 -11.8 97.5

Storage _0.0 9.4 6.47.8 5.0 4.3 7.3 0.4 0.0 0.0 0.0 0.0

Diversion 0.0 0.0 15.00.0 10.6 0.0 0.0 0.0 0.0 0.0 110 ' 110 25.6

Overflow 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 110 _______ 0.0

1978 Neteth .4.8 .38 [ 18.55.7 11.5 .29 , .39 5.9 .43 4.8 -3.8 9.1 138.2

Storage 0.0 0.0 5.010.7 7.2 4.3 0.4 6.2 2.1 6-. -9i 3.3 1 12.4 _______

Diversion _0.0 0.0 13.50.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 28.5

Overflow 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 110 0.0

1979 14etr,th 1 9.6 -0.2 -2.110.8 0.6 8.8 9.7 .7.3 -8.8 -0.7 .5.3 j -11.8 109.6

Storage 0.0 0.0 -_ 0.0 10.8 11.4 5.2 5.0 0.0 0.0 0.0 0.00.0

Diversion 15.0 0.0 0.0 0.0 0.0 15.0 1 9.9 0.0 0.0 0.0 110 0.0 39.9

Overflow 0.0 0.0 0.00.0 0.0 0.0 0.0 1980

0.0 0.0 0.0 110 0.0 0.0

Net -6.9 .0.1 -6,4.33 8.4 0.6 -0.2 .320 0.7 -3.1 . 1.2 97.6

Storage 0.0 0.0 0.00.0 3.9 12.3 1 12.9 12.7 0.7 1.4 0.0' 0.0 0.0 _1.2

Diversion 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Overflow 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1981 Net r,th -2.6 20.8 -6.3 13.1 1 8.6 -0.9 -4.6 -2.9 .6.3 .4.2 4.7 0.2 119.2

Storage 0.0 5.8 0.0 5.0 5.0 4.1 0.0 0.0 0.0 0.0 4.7 4.9

Diversion 0.0 15.0 0.0 8.1 8.6 0.0 J 0.0 0.0 0.0 0.0 0.0 . 0.0 31.7

Overflow 0,0 0.0 0.0 0.0 0.0 0.0 J 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1982 Netr,th 1.5 -1.8 L 5.5 0.8 5.9 4.7 J 5.8 3.4 11.8 1.7 .10.4 , -8.0 121.7

Storage 1.5 0.0 I 5.5 6.3 1 12.2 5.0 10.6 12.0 8.8 10.4 0.0 0.0 Diversion 0.0 0.0 0.0 0.0 0.0 11.9 J 0.0 0.0 15.0 0.0 0.0 _0.0 26.9

Overflow ,

0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _0.0 __ _______ 0.0

1983 Net th -7.7 -2.7 -7.92.3 16.1 17.4 8.9 3.5 --1.2 -2.8 11.6 . 6.7 142.0

Storage 0.11 0.0 0.02.3 5.0 7.4 I 5.0 8.5 7.3 4.5 5.011.7

Diversion 0.0 0.0 0.0 0.0 13.4 15.0 11.3 0.0 0.0 0.0 11.1 _0.0 50.7

_______ Overflow _

0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0

1984 Netr,th -0.6 6.1 -3.17.7 1.4 23.1 ] 4.5 -6.9 -8.1 8.0 14.1-3.8 140.3

Storage 0.0 6.1 3.010.7 12.0 20.1 ] 9.7 2.8 0.0 8.0 7.13.4

Diversion 0.0 0-0L 0.00.0 0.0 15.0 15.0 0.0 0.0 0.0 15.0 0.0 45.0

Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1985 Netr,th -9,7 2.7 12.0 6.7 8.2 2.5 6.1 -4.7 -0.3 -0.8 TT9 108.4

Storage _

0.0 2.7 i 5.011.7 5.0 1 7.5 5.0 0.3 0.1 0.0 0.0 0.0 Diversion 0.0 0.0 9.70.0 14.9 0.0 L 8.7 0.0 0.0 0.0 0.0 0.0 _____ 33.2

_______ OverflowJ0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ____ 0.0

1986 Net roth J -2.4 -6.5-34-1.3 7.0 2.7 1 -1.7 0.1 -7.7 -7.7 4.8 -3.8 85.0

Storage J_9_ 1 0.0 0.00.0 7.0 9.7 8.0 8.1 0.4 1 0.0 4.8 1.2

Diversion 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Overflow JO.0 0.0 0.00.0 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1983 Net,vth 5.5 18.98.4 3.7 4.7 1.6 6.5 -9,2 -2.2 -9.2 1 4.4 123.0

StoraJ,Qj 5.5 9.55.0 8.7 5.0 6.8 5.0 0.0 0.0. 0.0 4.4

Diversion j 0.0 15.012.8 0.0 8.4 0.0 8.2 0.0 0.0 0.0 0.0 44.5

Overflow 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1988 Net r,th 13.9 144 364 -3 6 86 11.8 3 3 3 8 -12.0 -7 8 7.1 171.0

Storage 116 P2A9

5026.4 7.9 5.0 5.0 113 12.1 0.1 110 7.1

Diversion Overflow

13.3 0.0

9.4 ' 15.0 0.00.0

15.0 0.0

11.5 0.0

11.8 0.0

0.0 0.0

0.0 _0.0

0.0 0.0

0.0 0.0

0.0 0.0 _______ 76.0

0.0

M EANVALUES 129,1 39.5 - 1.0

I

I

I

I

1

E

1

IL

E

n Li

I r.

L_

F

I

I

L

I

I

I

I

WATER BALANCE- ML (WEST) MaxImum Storage ML 25 YEAR 5 Diversion Rate MLJmth 20 Top Water Level ML 20 Catchrn.nt Rnof-fCoef EvapArea EvapCoefl Punt Us. Bottom Water Level ML 10 6.5 0.85 8 0.80 6


TOTALS ML


1971 Netroth -5.2 -2.0 -53 -98 -1.7 -71 0.7 -1 8.9 - .15.8 -119 -125 82.0 Storage -5.2 0.0 j 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Diversion 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 co 0.0 0.0 0.0 0.0 0.0 Overflow 1 0.0 0.0 1 0.0 0.0 i 0.0 0.0 0.0 110 1 0.0 0.0 0.0 0.0 0.0

1972 Nt th 29.2 -1.7 1 rg 0 50 240] 20.5 -10.9 -12.6 1 .139 355 .5.0 .157 160.9 Storage 10.0 8.3 10.0 5.0 1110 10.5 0.0 0.0 0.0 16.6 8.5 0.0

Diversion 16.2 0.0 18.1 0.0 19.0 20.0 0.0 0.0 0.0 20.0 0.0 0.0 93.3 Overflow I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 110 0.0 0.0 0.0 0.0

1973 Net roth .11.5 5.8 -63 3.3 1 11.5 -8.1 0.7 .11.4 -10.6 -73 -13.0 -5.5 103.8 Storage 0.0 - 5.8 0.0 3.3 i 14.7 8.6 9.4 0.0 0.0 110 0.0 0.0

Diversion 0.0 0.0 0.0 0.0 j 0.0 0.0 0.0 0.0 1 0.0 0.0 1 0.0 0.0 0.0 Overflow 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 j 0.0 0.0 0.0 0.0 0.0 0.0

1974 Net roth 1.1 -8.3 45.0 35.7 13.1 22.1 -13.8 1-87 .9.5 -13.4 -4.9 -14 8 154.5 Storage i 1.1 0.0 1 25.0 25.0 1 18.1 20.2 6.4 0.0 0.0 0.0 J 0.0 0.0

Diversion 1 0.0 0.0 1 20.0 20.0 20.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 80.0 Overflow 1 0.0 0.0 0.0 15.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.7

1975 Net roth -16.5 0.3 28 2 22.0 1 -5.5 12.3 -9.6 5.1 14.5 .4.0 -5.! 24.7 158.2 Storage 0.0 1 0.3 10.0 12.0 1 6.5 18.8 9.1 fi 10.0 6.0 1 0.2 10.0

Diversion i 0.0 0.0 18.5 20.0 0.0 0.0 0.0] 0.0 18.8 0.0 0.0 14.9 72.2 Overflow 1 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1976 Net roth 1 -8.9 33.3 1 23.4 6.7 23.7 31.7 16.3 12.2 8.9 12.8 .9.1 -16.3 1491 Storage 1.1 1 14.5 1 17.8 10.0 13.7 25.0 21.3 9.1 0.2 0.0 0.0 0.0

Diversion 0.0 20.0 20.0 14.6 20.0 20.0 20.0 0.0 0.0 0.0 0.0 0.0 114.6 Overflow 0.O1 0.0 T 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 - 0.0 0.4

1977 Net roth -13.6 2.8 I 20.2 -4.5 11.9 -6.3 -3.5 -12.3 -11.4 -10.6 -14.0 -16.8 90.6 Storage 00 2.8 10.0 5.4 17.3 11.0 7.5 0.0 0.0 0.0 0.0 0.0

Diversion 0.0 0.0 13.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.0 Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 71 0.0 0_0

1978 Net roth L_±._ -9.4 24.5 -0.7 19.7 -8.6 -9.6 -0.5 -9.8 -1.4 -9.31 2.5 128.3 Storage 0.0 1 0.0 10.0 9.3 10.0 1.4 0.0 0.0 - 0.0 0.0 0.0 2.5

Diversion 0.0 0.0 14.80.0 19.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 33.8 Overflow I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1979 Netroth

r,80 -6.1 -7.34.1 -5.4 17.1 12.9 -12.7 -14.1 -6.6 -10.5 -16.8 101.8

Storage 10.0 3.9 0.04.1 0.0 17.1 10.0 1 0.0 0.0 0.0 0.0 0.0 Diversion 1 10.5 0.0 0.00.0 0.0 0.0 20.0 1 0.0 0.0 0.0 0.0 0.0 30.5 Overflow I 0.0 0.0 0.00.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 i 00 0.0

1980 Netroth -12.3 -6.1 -11.9-7.0 -2.3 1.9 -5.4 -6.1 -17.1 -5.2 -9.8 -4.5 90.6 Storage 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 0.0 0.0 0.0 0.0

Diversion 0.0 0.0 0.00.0 11 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 __ _______ 0.0

1981 Netrot,, .8.4 29.3 -11.714.3 10.6 -6.8 -10.2 -8.6 -11.7 -9.8 -1.6 -5.7 110.7 Storage 0.0 10.0 0.014.3 10.0 3.2 0.0 0.0 0.0 0.0 0.0 0.0

Diversion 0.0 1 18.3 0.00.0 15.0 0.0 1 0.0 0.0 0.0 0.0 1 0.0 0.0 33.3 Overflow i 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1982 Netn,th 1 -4.5 -7.6 -0.9-5.2 -0.4 10.3 -0.9 -4.6 20.0 .6 -11.4 113.0 Storage 0.0 0.0 0.00.0 0.0 10.3 9.5 4.9 10.0 0 0.0

Diversion 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 14.8 0 0.0 14.8 Overflow 0.0 0.0 0.00.0 O.00.O 0.0 0.0

g4155

0 0.0 0.0 1983 Netroth .131 -8.4 -13.3-3.8 22.3125.1 13.5 2.7 .7.1 .9 0.3 131.9

Storage 0.0 0.0 0.00.0 10.0 15.1 10.0 7.3 0.2 .9 1 16.2 Diversion 0.0 0.0 0.00.0 L12.3 1 20.0 18.7 0.0 0.0 0.0 0.0 0.0 51.0 Overflow 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 00 0.0

1984 Netroth -6.5 -0.3 -8.81.2 -4.7 30.4 13.2 -12.3 -13.4 1.5 22.1 94 130.3 Storage 1 9.8 9.5 0.71.9 0.0 10.4 10.0 0.0 1 0.0 1.5 10.0 0.6

Diversion 0.0 0.0 0.00.0 0.0 20.0 13.7 0.0 1 0.0 0.0 13.7 0.0 47.4 _______ Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 öö 0.0 0.0 0.0 0.0

1985 Netroth -14.9 -3.4 14.90.3 16.5 -3.6 8.4 -10.3 -6.2 -6.4 -10.6 -14.7 100.7 Storage 0.0 0.0 14.915.1 1 11.6 8.0 16.4 6.1 0.0 0.0 0.0 0.0

Diversion 0.0 0.0 0.00.0 1 20.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 0.00.0 0.0 0.0 1 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0

1986 Net roth -5.2 -11.0 -9.1-7.1 0.6 -3.5 -7.5 -5.9 1 -13.1 -13.0 -1.4-9.3 78.9 Storage 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 -- 0.0 0.0 0.0

Diversion 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Overflow 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0-- 0.0

1987 Net roth .12.3 -0.8 26.8 14.6 -2.5 6.8 -4.3 9.3 -14.4 -7.9 -14.4 -1.9 114.2 Storage 0.0 0.0 10.0 10.0 7.5 14.3 10.0 18:3 3.8 0.0. 0.0

Diversion 0.0 0.0 16.6 14.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 31.2 ___ Overflow 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0

1988 Net roth 20.2 -8.6 16.9 42.8 5,9 13.5 I 16.8 -2.9 -2.4 -17.0 -13.1 0.5 158.8 Storage 10.0 1.4 J 10.0 7.1 4.7 0.O 0.0 0.6

Diversion 10.2 0.0

18.3 25.0

0.0 20.0 20.0 210.0 4.3 16.8 0.0 0.0 0.0 0.0 0.0 _______ 81.3 Overflow 0.0 0.0 0.0 16.0 0.0 0.0 1.o 00 00 0.0 0.0 0.0 ________ 16.0

MEAN VALUES 119.9 1 39.8 1 1.8

I

I

I

I

I

I

I

1

I I I I 1 I I I I I I I 1 I Pi I I I I

APPENDIX B I 1

a summ OFWN ME91EOOL1KY

_ NmWIC4=C,9(fW

TEL (G3) 6ÔQ 4052 FAX:(M)66c451rl 15

BUREAU Of lI[IEORCLOGY REPORT 01 MONTHLY AN3 YEARLY RAINFALL BY N C C 21/ 5/93 PAGE 4159

- DENOTES HISSING 03SERVATION SIAHON 658869 CAPE BYRON LIGHTHOUSE 28 38 S. 153 38 E 91 8 M ELEV

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC TOTALS

1975 RAINFAlL (MII) 36 4 229 8 391 1 292 7 189 6 lfl 4 9.4 275.6 192.6 173 I 151 I 378 4 2433 8 NO OF PAINDAYS II 16 21 16 8 12 6 II 13 13 14 14 IS

1976 RAINFALL (MM) 110 9 - 337.6 148 2 115.6 410 9 17 8 23.2 86.4 64 8 124.4 59 2 - NO OF RAINDAYS 16 - lB 14 27 16 16 3 $6 9 IS 6 -

1977 RAINFALL (MM) 1866 261 4 273 8 187.4 167.8 36.4 1)3.4 11.6 59 9 L 92 8 53 8 56 8 1393 2 NO OF RAINDAYS 16 $6 14 lB 12 9 8 5 9 7 to 7 125

1978 RAINFALL (MM I 127 8 95.8 397 6 284.4 I')

145.2 38.6 37.8 171.2 67.8 286.8 M. 4 281.6 1974 6 140 OF RAINDAYS 14 13 22 13 14 II 6 18 12 16 14 17 178

1979 RAINFALL (MM) 289 6 124 7 186 8 251 7 91 0 182.6 216 2 18 4 14 4 144 4 88 2 52 2 1565 6 - 140 OF RAINDAYS I) 16 14 14 13 14 18 3 6 12 17 9 136 o 1986 RAINFALL (MM) III 8 136 9 63 2 96,6 $40 9 I.4 118 100.2 6.8 $45 6 147 0 $78 0 1694 4

NO OF RAINDAYS 13 $9 B IS 19 9 12 8 0 12 9 15 139 1981 RAINFALL (MM) 68 3 409.4 65.6 285.2 164.8 69.8 6 7 86.6 46.1 84.3 195.3 171.8 1104.3

NO OF RAINDAYS 13 20 13 14 IS 8 7 4 9 16 19 IS 153 1982 RAINFALL (MM) 168 3 114.3 187 2 118.9 166. 5 141.8 154 5 181.5 281.1 1759 27.0 96.5 1778.2

NO OF RAINDAYS 16 Ii 17 16 II 9 18 14 16 8 1 II 154 1983 RAINFALL (101) 61.6 120.8 222.5 128.9 (94.6 386.9 1% 8 134.9 122.1 88.8 388.4 247.0 2229.1

NO OF RAINDAYS 12 13 14 15 Is ii 19 13 12 18 14 lB 175 1984 RAINFALL (PUl) 139.8 221.9 87 8 196.6 96.8 388.2 131 6 19.8 27.0 247 3 346.7 1025 26846

NO OF RAINDAYS IS Ii 14 Ii 11 lB II 5 8 IS 13 II $57 1985 RAINFALL (PUl1 53.1 Ill 8 280.3 190.8 192.0 182.8 13.2 22.9 113.2 131.8 69 7 58.8 1548.8

140 OF RAINDAYS 8 $9 23 IS 23 9 12 is $3 13 $4 II $70 1986 RAINFALL (Nil) 126.6 69.2 82.5 97,2 119.1 164.8 54.8 90.8 22.2 58.6 216.6 III 8 12142

140 OF RAINDAYS 13 II 13 1 IT to IS 14 7 15 16 to 143 1967 RAINFALL (14r1) 17.0 261.4 384.8 284.6 113.6 122.6 1.7 167.3 8.2 117.8 28.6 226 9 2656.5

NO OF RAINDAYS to 14 16 22 1$ IS 9 $2 I 12 4 14 146 1988 RAINFALL (Pin) 342.t 90.4 316.8 611.2 33.5 184.2 232.4 138.6 165 4 15.2 72.0 242.0 24432 0)

NO OF RAINDAYS lB 13 21 23 8 12 10 13 12 3 12 23 168 $989 RAINFALL (KM biG.2 $41.8 193.2 311,3 $8.4 179.6 64.0 59.8 9.6 23.5 189.0 2683 $934.7

NO OF RAINDAYS 22 22 Ii 18 26 $3 II 8 4 9 IS IS 174

1996 RAINFALL (MN) 182.3 199,7 157.4 412.8 345.9 162.8 18.1 9.2 165 4 55.1 97.7 160.0 1897.4 Cl NO OF RAINDAYS 14 $9 23 14 13 15 8 4 Ii 13 II II 166

1991 RAINFALL (Nil) 76.5 268.2 288.6 108.5 342.8 129.5 148.1 18.4 56 118.8 51.4 194.1 17339 - NO OF RAINDAYS $6 IS 16 16 23 8 6 2 3 12 14 IS 134

1992 RAINFALL (MM ) 279 4 212.8 175 2 168.9 102.3 89.4 34.2 39.9 44 8 74.9 163 2 ii 8 14878 NO OF RAINDAYS IS $8 22 27 Il 6 8 8 7 (6 II 14 $65

-J Ui

tIEANS AND MEDIANS FOR iRE PERIOD 1956 TO 1992 USING ALL AVAILABLE DMA

JAR FEB MAR APR MAY JUN JUL AUG SEP Oct NOV DEC IOIALS

-J MEAN RAINFALL (11:1) 168 4 $99 8 218.6 186.7 187 0 160.9 167 5 96.7 69 8 168,1 $15 4 146 6 1739 4 o MEDIAN RAINFALL MM) 149 2 167 3 156 2 $53 5 $86 2 141.5 85 7 85 9 41.5 138 6 96.3 I'S? 5 $682 4

NO OF RAINFALL OBS 42 41 42 42 42 42 47 41 42 43 43 43 46 o MEAN NO OF RAINDAYS 4 I Ii IS 14 $2 9 9 9 II II $3 58 Ld

NO OF FAINDAY 085 42 41 42 42 42 42 42 41 42 43 43 43

Ui

LL U

C 16

PUF - MTEOkOLO6Y

- - - - - - - - - - - - - - NaCce Conno

TEL (03) &982 FAX; D3) óa94511 P BUREAU OF METEOROLOGY REPORT OF MONTHLY AND YEARLY RAINFALL BY N C C 211 5/93 PAGE 4153

STATION 058669 CAPE 8YROt LIGN1HOUSE - DENOTES MISSING OBSERVATION

28 38 S. 153 38 E 91 0 II EEV

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC IOTALS 1950 RAINFALL (till) - - - - - - - -

- 28 5 (82 4 29 9 NO OF RAINDAYS - I - - - - - - -

- 2 14 $2 - 1951 RAINFALL U1M 268 8 118 2 113 7 70.3 117.8 329.6 32.4 5 I 3L0 47.3 12.4 58.9 1265.5 NO OF RAINDAYS 22 14 13 $0 16 16 5 3 4 II 4 $0 122 1952 RAINFALL (till) 18 9 298.7 255.3 161.8 75.2 145.7 87.4 138.3 114.4 73.6 30.2 36,2 1433.7 NO OF RAINDAYS S II 19 13 9 6 16 12 II 9 4 18 125 $953 RAINFALL (till) 230.8 452 3 264.4 36.6 99.6 $5.4 94.6 85.9 48.9 64.6 7.0 45 I 1345 2 PIG OF RAINDAYS 17 $4 16 4 10 3 7 5 . B $8 1 8 $69 1954 RAINFALL (tQl) 71 5 527.6 44,6 89.2 212.5 76.2 214.7 156 2 268 9 119 4 124 5 37 9 1941 2 NO OF RAINDAYS Ii lB II $3 IS $4 16 14 23 IS Ii 10 In 1955 RAINFALL ($111) 141.4 928 163.4 168.5 212.3 145.2 91.7 3.8 32.6 46.9 9.4 352.5 140 5 NO OF RAINDAYS 14 14 22 23 $4 IS 12 3 12 13 6 20 $68 $956 RAINFALL (till) 239.7 401.7 130.1 81.1 $16.4 $59.1 19.3 54.9 38.5 43.1 35.0 119,7 1467,4 NO OF RAINDAYS 18 24 25 It II 6 6 6 1 8 9 13 $44 1951 RAINFALL (tIll) 231,8 119.8 198.8 45.4 25.1 58.1 232.7 242.7 14.3 61.7 67.9 42 2 136.3 NO OF RAINDAYS $3 $8 $6 3 6 II (8 13 7 6 8 6 Iii 1958 RAINFALL (MM) 83.7 134.2 166.1 488.7 23.4 358.1 17.0 230.4 76.4 70.9 58.6 1 1.5 173.4 NO OF RAINDAYS $3 12 $3 26 4 2$ 2 (0 II 8 13 15 148 1959 RAINFALL (MM) 207.1 95.3 240.8 91.8 182.7 119.5 227.8 66.1 253.8 141.2 251.7 235.4 2165 6 NO OF RAINDAYS $5 9 14 $2 22 13 Ii II 13 13 II $8 $60 $960 RAINFALL (Psi) $62.1 110.4 195.6 95.0 116.9 147.0 102.4 $0.5 14.7 58.1 88.5 85.8 ((26.4 NO OF RAINDAYS 8 10 16 II $2 14 $2 3 7 8 9 II 121 1961 RAINFALL ((tI) 257.0 325.5 167.8 158.1 311.1 78.5 58.9 182.5 85.3 125.8 182.2 211.6 1988.3 NO OF RAINDAYS 14 14 14 $5 $2 $2 5 $3 9 13 lB 12 15$ 1962 RAINFALL (PVI) 383 0 142.9 255.4 326.9 216.7 33.1 329.6 24.2 27.3 71.4 42.2 332.4 2462.5 NO OF RAINDAYS 19 12 21 22 6 5 12 9 7 9 1 20 $49 1963 RAINFALL i$l 186.6 152.8 356.2 252.7 363.8 239.9 18.5 217.9 35.4 185.1 186.3 23.3 2347.7

NO OF RAINDAYS 15 12 25 20 $8 12 3 II 8 $9 16 12 $75 $964 RAINFALL (till) $25.2 313.1 475.6 $79.1 $81.3 28.8 24.8 42.1 65.5 56.4 $19.1 £.0 $678 4 NO OF RAINDAYS II $9 $8 $6 $7 6 5 3 II 13 $4 7 . 143 1965 RAINFALL (JIll) 157.1 140.5 78.9 268.5 101.9 324.6 164.6 83.7 58.5 113.4 38.7 264.8 1666.6 NO OF RAINDAYS $6 $5 8 14 II Il 7 II $0 $0 9 28 148 $966 RAINFALL (till) 480 $61.3 58.8 196.4 $13.9 $24.7 21.9 169.8 44.4 166.1 96.3 $36.3 1275 9 NO OF RAINDAYS 15 12 17 II $4 7 $8 14 9 9 8 $4 $40 1q RAINFALL (MN) 231.1 19.2 528.5 $57.6 261.5 384.1 55.6 207.8 9.3 $72.1 28.7 94.8 2143 7 NO OF RAINDAYS 16 $2 22 20 18 23 II $2 4 II 4 18 $71 $968 RAINFALL (till) 186.5 194.2 $05.5 61 8 $12.3 $29.2 62.8 97.3 22.3 83 88.0 TI.? 1133.6 NO OF RAINDAYS LI lB IS 8 10 7 U 16 4 4 9 18 III 1969 RAINFALL (tIM) 45 7 159.8 79 4 86,3 357.7 63,9 59.8 114.7 38.4 261.1 239.1 .44 1663 S NO OF RAINDAYS ii IS 28 6 $9 $3 10 $3 6 20 19 8 $68

$970 RAINFALL (tIM) 204 5 233 5 176,7 86.9 20.2 $6.2 12.0 50.7 69.3 1106 228,4 42.9 1631.9 NO OF RAINDAYS 13 IS $3 $7 13 6 5 $0 13 9 IS $1 $46 1911 RAINFALL (tiM) 281.8 193.2 143.3 165.8 54.9 142.0 74.7 39.7 95 7 26 4 86.8 92 9 126 2 HO OF RAINDAYS 16 26 27 14 8 9 7 8 II 7 II II $55

1972 RAINFALL (IM) 444 6 183.0 3019,8 135.6 317.6 256.8 38.1 31 8 25.3 565.6 143.1 41 5 2475.8 NO OF RAINDAYS 19 24 $4 13 24 28 4 $8 9 $4 $7 ii $79

$973 RAINFALL (Ml 82 3 317.9 147.3 $39.5 219.9 98.0 $73.5 20 8 49 0 $28 I 82.8 137 4 159 5 NO OF RAINDAYS IS 11 9 IS $3 II 22 II $2 IS I? 16 $62

$914 RANFALL (MM) 254 6 138.0 652 0 497.6 $42.2 268.6 1.0 - 72.3 38.8 169.4 57 I - NO OF RAINDAYS 2$ $6 2$ $3 18 $6 2 - Ii 7 IS 18 -

F 16

28 54 S. $53 21 E 146.6 U [LEV

(144 Hh

SEP OCT 10V DEC TOTAt

166.6 435.6 181,5 279 5 1018.04

166.1 238.9 211.5 196 6 4066.9*

145.3 471.3 184.9 204.4 47420

110.9 163.2 484.3 199 9 1713.1

124.3 155.0 19L5 185 6 1661.4

131.4 155.1 161.6 498.2 1589.1

167.6 150.3 164 5 452.4 4534.0

435.2 170.2 179.8 210.4 1545.4

146.7 169.1 484.7 227.2 1649.7

130.1 133.8 450.8 169 0 4592 1

142.1 460.4 464.4 220.9 4583.9

112.9 141.21 I9.5 468.4* 1669.11

437.2 440.5 136. I 475.2 1572.94

121.4 459.4* 171.1 486.5 1519 19

145.61 132.11 446.21 161.01 4486 2*

141.2 442.34 159.8 161.01 4465 It

(24.611 (45.34 14.9 196.8 1495 4*

431.5 111.4 156.21 168.6 1535 31

432.2 154.1 1 6?.6 173.61 1454 311

117.5* $88.1 181.3 150.7 . 4447 31

6.01 0.0* 8.01 0.0* 288 5*

0.0* 443.5 3.6* 0.0* 148 51

169.6 141.9 152. I 165.11 760 9*

0.6* $55.3 9.0$ 0.6$ 236.5$

2936.11 3634.5* 3552.4* 3958.14 31830,39

621 768 628 643 7215

- - - - - - - - - - - - - - - - - - - HUREAIJ OF MKl1OR01OGY

PAGE 24

Ncxtionol CImate Cootie

TEL(C3) 669 4082 FAXJQ3) 66945151

I CLASS • A PAH EVAPORATION

SIAIION 058131 ALSTONVLIE TROPICAL FE4UIT RES SIN

OIOITHLY TOTALS OF EVAPORATION

YEAR NO OF OBS. JAN FEB NAN PPN HAV JUN JUL 100

4969 214 9 5$ 0.61 5.68 8.6* 0.6*

6 64 0.64

19.8 6.61

91.1 119.6

134.9 149.8

4970 971

134 365

0 as 266.6

6,61 140,6

6.09 148.4 131.3 113.6 82.2 94.4 115.6

:972 366 186.2 124.4 148.0 126.4 99.1 82.3 116.0 134.4 114.5

1973 365 113.6 149 6 166.2 114.6

139.4 105.5

99.4 85.4

96.2 76.8

11.0 122.6 132.8

914 975

365 365

156.4 196.5

149.3 142.3 111.5 104.3 101.7 95.6 81.8 445.4

976 366 169 1 121.4 129.6 103.13 59.4 61.6 72.6 12 .9 114.7

1977 365 229.9 137. 112.2 91.4 62.8 84.2 93,6

4976 365 284.5 454 148.2 131.4 106.6

96 8 86 4

84.6 63.9

94.8 83.2

91.1 11.0

1975 980

365 364

164.3 245.7

433.: 144.1

141.4 158.0 147.1 90 4 73.1 83.2 406.8

1981 359 I.2 128 J 158.4 188.81 89.51 88 4

134.9 19.8

93.5 89.5*

131.8 94.6

:98 I9K

363 357

151.1 181.2

145. 164.5

$16.4 437.4*

$12.2 165.6 75.61 78.2* 76.6 91.2

4984 358 154.6* 143.1 136.4 94.31 66.4 59.61 14.4 81.8*

449.2 94.0

1985 ' 361 194.3 139.4 j 151.

120.11 135.3

162.7 125. I

82 9 135 4

71.6 70.9 84.6 93.7

4986 1981

363 354

166.81 119.1$ 13651 129.38 93.4 64.61 60.51 84.9 01.4111

1988 349 156 91 135. 122.84 62.1 84.9 68.21 0.0*

15.51 0.011

51.4 3.5111

4989 58 153.81 0.01

134. 0.11

6.64 0.0*

0.01 0.0*

0.64 0, 6i 0.64 0.6$ 8.6$

4990 . 1991

34 151 0.01 S.d 8.61 5.04 0.4 0.68 0.0* 131.7

4991 62 0.69 0.14 0.0* 0.01 0.0* 0.64 84.2 9.0*

LONG TERN IOTAL 340.68 2676.44 2428.28 1938.50 4546.91 1447.21 4856.99 2393.94

582 534 553 528 554 564 646 649

I HUE 101 /L OF EV?,POI4AI I ON (IA HE GREAIER JIIAN III IS

S ti IJ L'

Cctrü

BUREAU OF MEIEQROU]Gy - EL;(0)éó9O2 FAX.(03)o6945151

1ILAT'45 (M41) FOR -42 PIO1ilH PEIUODS BY RAINFALL 8EiEEN 8 I & C 4 MM

N C C 24/ 5193

SIAIION 058069 CAPE BYRON LIGHThOUSE lSS4NG OR INSUFFICIENT OBSERVATIONS

PAGE 3629

VALUES ARE BASED ON THE INTERVAL 1953 10 992 AND ARE SHOtN UNUR

28 38 S. 453 38 E 91 6 41 ELEv TH FIRST NONI4I 01 ThE PER 101)

ONE 410uU-i L0ESi

JAN 19

FEB ilAR APR HAY JUN DECILE 4 So

69 93

45 76

37 20 is JUL

1 AUG SEP OCT NOV DEC DECILE?

DECILE 3 77 1 46 98

73 90

43 98

35 19 4 15 9

8 27

7 36

DECILE 4 166 125

130 442

128 165 1 14 73 89

28 38

21 19 47 28 35

43

DECILE 5 149 167 464 498

430 145 123 60 31 54

27 59 60 57 67 DECILE 6

i)ECftE 7 182 231

195 219 154 177

483 202

142 157

86 86 36 48

71 88

85 190 BECILE 8 255

225 284

214 325

284 266

219 482 181 42

101 136

64 112 96

121 103 42 DECILE 9

HiGHEST 304 444

386 396 386 3ü 354

257 344

484 7 4

109 125 145

55 233 528 652 611 441 411

224 329

228 484 87 235

240

NEAN 168 199 219 fBi 276 281 566 37

34 426 NO OF OBS 42 41 42 42

187 42

161 402 97 70 108 42 42 41 42 43 115 447 43 43

T10 tIOI4THS LO1EST

JAN FEB liAR APR HAY DECIEE I

168 213

152 222

134 170

71 36 JUN 28

JUL 38

AUG 23

SEP OCT NOV DEC ECJL 2 2 274 243

464 231

28 7: 31 7

56 52 78 DECILE 3 DECILE 4

284 388 263 284 240 212

140 132 72 92 114 110 123

DECILE 5 316 362

336 398

293 317 283 199 233

142 5?

94 118 146 138 174

164 83

DECILE 6 388 454 347 394

366 413

299 261 188 114 135

132 ISO


422 463

499 484 451 354 422

269 296

240 472 173 202 244

227 258

297

DECILE 9 664 552 619

594 675

494 494 364 244 282

226 257

(82 269 328 348 388

F4IGHESI 683 79 1450 648 758

596 474 363 3it 254 376

334 391 504

MEAN 369 415

686 589 572 468 591 391 709

47 654

575 634

NO OF 085 4t 41 405 42

374 348 263 202 466 42 42 42 41 41 180 42

223 262 37 43 43 42

THREE hlIJuliI5 t1JEST

JAN 26f,

FLU 249

tIAI4 APR NAY JUN JUL DECILE I 325 328

269 302

123 303

48 79 69 AUG 83

SEP 89

oci NOV DEC DECILE 2 BECILE 3

439 493

417 354 372 264 307

185 236

421 141

I9 II? 472

90 254 280

DECILE 4 539 437 564

435 508

393 458

320 254 174 459 470

155 205


556 649 547 521 392 449

289 323

97 205 222 250 284

289 349

407

DECILE 7 628 658

653 ioi

636 572 483 379 236 272

256 315

258 329 427 444 467

DECILE 8 126 763 74i 845

658 73

535 444 292 329 279 326

368 584 545 DECILE 5 HIGHEST

878 691 947 844 8

642 537 604

405 392 39 453 535

551 £54 683 iG44 4288 1292 920 664 648

540 632

524 644

531, 672 672 728 564 603 59? 535

734 765 86? 994 OF CbS 41 41 42 42

450 4?

366 41

271 278 294 37G 432 511 41 4J 42 43 4? 41

EL

-Sur wotipw MW_~ NQ Ce C

TEL. (03)6694682 FAX. (03) 66945151 BUREAU OF MEIEOROLOGY RAINFALL DEC I IPS4çfljc MM CrtD -'

PER IODS BY k C C 24/ 5/93 PAGE 3630 = RAINFALL BEU4EEN 6 1 & 6.4 4111 iiissp OR 1USUFEIC:ENT 08sERvATJos

S1ATION 05oo9 CAPE BYRON LIGHTHOUSE 28 38 S. 153 38 E 91.6 P1 ELEV

VALUES ARE BASEt ON THE INTERVAL 1950 10 1992 AND ARE SHOL.N UNDER JIIE FIRST MONTH 01 THE PERIOD

FOUR MONUiS LOWEST

JAN 365

FEB 3138

MAR 3613

APR 135

MAY JUN JUL AUG SEP OCT NOV DEC DECILE I 471 478 412 369

99 319

148 232

116 478

93 176

156 138 312 336 DECILE 2 DECILE 3

568 621

529 607

490 612

449 386 274 201 232 214 281

268 362

340 418

428 534

DECILE 4 694 731 631 485 5137

435 484

343 340

243 326

273 305 396 494 622 DECILE 5 DECILE 6

744 1327

197 827

668 7133

619 543 361 377 296 3134

360 396

464 545

549 649

663 700

DECILE 7 8613 939 811 766 798

589 632

405 555

394 431

397 444

465 (315 690 735 DECILE 8 DECILE 9

949 1086

9137 1123

166) 1158

855 668 659 547 573 501 595

651 738

742 806

836 913

HIGHEST 1542 1430 1560 921 1061

837 932

706 760

671 759

697 798

770 834 905 1621 901 913 1555 1181

MEAN NO OF OBS

772 44

187 44

753 42

637 42

548 430 383 391 442 544 626 727 41 41 41 41 42 42 41 41

FIVE MOUTHS LOWEST

JAN 555

FEB 447

MAR 312

APR MAY JUN JUL AUG SEP OCT NOV DEC DECILE I 632 61 G 539

186 441

168 362

212 357

128 275

155 281

169 289

379 406 .134 DECILE 2 DECILE 3

712 769

728 712

607 661

535 428 325 340 331 437 445 529

496 578

610 658

DECILE 4 846 886 752 606 668

484 546

374 445

358 439

378 428

485 577 723 749 DECILE 5 DECILE 6

907 1324

937 978

852 696 594 544 462 513 503 648

666 733

all 865

795 881

DECILE 7 1673 1055 897 998

746 854

668 741

569 717

477 569

556 692

667 808 91i 965 DECILE 8 DECILE 9

4243 1320

1183 1322

1148 1298

1604 1686

832 7136 748 756 704 aoo

847 958

974 4040

342 4185

HIGHESt 4684 4698 1561 1199 887 4654

844 944

823 934

874 1177

976 4035 1164 4308 4642 1 166 1339 4679

MEAN NO OF OBS

957 41

942 41

856 42

727 44

648 544 496 541 611 733 1342 915 41 44 44 44 41 41 41 41

SIX MOUTHS LOWEST

JAN 659

FEB 546

lIAR 363

APR 255

MAY 279

JUN JUL AUG SEP OCT NOV DEC DECILE I DECILE 2

744 867

676 567 485 425 316 350

487 357

174 406

451 490

458 600

503 664

613 769

DECILE 3 979 769 969

672 777

550 640

495 534

436 495

467 525

503 543

602 699 777 807 DECILE 4 DECILE 5

4047 1646

1301 803 720 633 547 558 646 684 728

784 1386

825 934

916 945

DECILE 6 1134 1024 1691

915 954

774 849

748 761

604 669

600 656

743 764 974 994 997 DECILE 7 DECILE 8

4229 1182 1046 968 925 799 841 773 870

849 939

1033 1146

4445 4497

1135 1235

DECILE 9 r335 1571

1269 1404

120 1465

1656 1161

973 4039

875 1043

871 1519

937 1622 1173 1263 4385 HJGi-EST 1952 1 699 4535 4365 1228 1160 4206

4083 1296

1117 1235

4298 1444

4484 1762

1560 1821

AN OF OBS

III? 11

;543 935 797 729 654 646 745 862 949 1536 I 41 41 41 41 41 41 413 48 41 41 41

TE

EL

T W

i!

l•_lo qmitl t.. -

TEL; (03) ó69 4082 FAX. (03) 6ó9455

BUREAU OF iETEOROLOGY RAINFALL DECILES & EiEA1JS (iIM) FOR I—Il hONTH PERIODS BY H C C 24/ 5/93 PAGE 3631

RAINFALL 13E1L4EF.N 6 1 & 0 4 1.111 M1SSUs6 OR INSUFFICIENT OBSERVAIIONS

SIAUON 658609 CAPE BYRON LIGHTHOuSE 28 38 S. 153 38 E 91. 0 N ELEV

VALUES ARE BASED UN THE INTERVAL 1956 TO 1997 AND ARE SHOL.IN IJNOER THE FIRST IIONIH OF THE PERIOD

SEVEN NONINS JAN FEB liAR APR MAY JUN JUL AUG SEP OCT NOV DEC L01.4EST 71.4 596 432 366 416 362 266 472 481 539 682 717 DECILE 1 846 764 604 516 513 479 516 550 653 613 824 867 DECILE 2 959 885 709 618 555 533 620 671 791 843 945 DECILE 3 lbS 975 81.8 693 669 659 691 764 890 869 993 1661 DECILE 4 1143 1328 864 824 724 688 747 857 97B 1635 1.691 1686 DECILE 5 1164 1120 976 904 Et16 769 792 080 11010 1131 1100 1237 DECILE 6 1253 1145 1037 1055 865 890 057 967 1133 1.262 1285 1289 DECRE 7 1299 1253 1167 1130 1083 949 943 1049 1196 1291 1342 1351 CECILE 8 1463 1391 1373 1186 1141 1635 1695 1154 1227 1390 150 1542 DEC RE 9 1662 1596 1462 1249 1228 1229 1221 1.236 1373 1586 1695 1727 HIGHEST 1953 1614 !682 1380 1442 1395 1325 1286 1479 1890 1964 2089

MEAN 1212 1.1.25 1605 989 842 804 822 901 1.020 1137 1.214 1255 NO OFOBS 41 40 41. 41 41. 41 40 39 46 41 41 41

EIGHT tIONIHS JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC LOIEST 801 666 543 453 461 439 565 578 561 814 787 772 DECILE I 898 795 656 600 609 559 6LL 72 48 923 CECILE 2 1028 916 777 693 648 742 775 870 893 1011 1082 1.1.06 DECILE 3 1177 1503 875 794 805 824 819 993 $083 1107 l76 1175 DECILE 4 1203 1125 1012 914 392 925 943 1655 1.099 1197 1246 1253 CECILE 5 1224 1181 1115 1021 946 999 1616 1099 1244 1320 1345 1294 CECILE 6 1302 1265 1176 1169 1.096 L691 11979 1248 1296 1380 1423 1351 DECILE 7 1394 1305 1335 1255 1185 1128 1155 1290 1398 14BO 1.498 1567 DECILE 8 1523 1515 1500 1306 1269 1198 1261 1355 1443 1629 1734 1627 DECILE 9 1773 1621 1628 1446 1412 1356 116 1429 1641 1.776 1829 1877 HIGHEST 1949 1.772 1716 1571 1.609 1535 1450 1691 1939 2832 21.72 2090

MEAN 1292 1.1.94 1117 1021 992 982 1010 IllS 1211 1322 1369 1355 NO OF DOS 40 46 41 41 41. 40 39 39 40 41 41 41.

NINE MONTHS JAN FEB lIAR APR MAY JUN JUL AUG SEP OCT NOV DEC LO1EST 827 759 £57 498 539 691 641 658 885 913 842 851 DECILE I 940 852 761 707 739 834 832 895 959 1056 1017 1661 DECILE 2 1665 996 887 771 886 938 996 990 1080 1178 1 1.87 1.1.47 DECILE 3 1228 1.112 961 980 993 967 1050 1103 1.250 1272 1297 1262 DECILE 4 1.268 1264 1695 1048 1.086 1156 1174 1224 1325 1342 1356 1329 DECILE 5 1301 1316 1203 1290 1140 1202 1224 1304 1411 1459 1.446 1386 DECILE 6 1415 1394 1309 1369 1360 1361 1343 1404 1.498 1.547 1490 1467 CECILE 7 1478 1.478 1464 1.359 1379 1318 1393 1494 1568 1656 620 1559 EJECILE 8 1.656 1641. IS86 1493 1472 1.360 1441 1549 16B2 1819 830 1671 CJECILE 9 1808 1.783 1774 1652 1531 1.496 1577 1813 17B7 1936 978 1964 HIGHEST 2114 1.868 1867 lBla 1829 1757 1734 1968 2081 2300 21.73 2176

1362 1307 1229 1171 176 1169 1223 1303 1398 1477 j47G 1435 '0 OF UOS 40 4 41 41 48 39 39 39 46 41 4 i 46

D J

TEL(03)6694082 FAXJO3)oo94515

BUREAU OF METEOROLOGY I RAINFALL CECLES & EAS HH FOR 1-17 HOT P1fl - - - --- rAuz ibi.

- RAINFALL BETWEEN 6 I & 6 4 tUl - MISSING OR INSUFFiCIENT OBSEAVATIOMS

STATION 058069 CAPE BYRON LIGHthOUSE 28 39 S. 153 38 € 91 5 H ELEV

VALUES ARE BASED ON THE INTERVAL 1950 10 1992 AND ARE SHOL1N UNDER THE FIRST MONTH OF THE PERIOD

TEN MONTHS JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC LOWEST 886 878 732 575 863 773 721 940 944 974 933 885 DECILE 1 987 962 833 875 952 1011 934 1646 5095 1142 1 134 1894 DECILE 2 1155 5069 1005 983 1049 1098 1413 1166 1256 1299 1292 1184 DECILE 3 1315 1563 1137 4165 1166 1225 1599 1339 1329 1361 1 365 131 DECILE 4 1368 1364 1231 1303 1283 1353 364 1469 1439 1421 1431 1468 DECILE 5 1428 1451 1369 1382 5354 1433 4429 1477 1565 1522 1545 1476 DECILE 6 5529 1513 1453 5457 5492 5457 1524 1590 1668 1606 1584 1581 DECILE 1 1622 1610 1632 1584 1564 5548 1570 1693 1757 1Q47 147 1667 QECILE 8 1163 4760 1791 46619 4630 1643 1672 1754 1884 1906 4822 1767 DECILE 9 2056 11969 15BS 1803 5756 1767 11395 2022 1964 2011 2071 1983 HIGHEST 2291 2025 2174 2004 2851 4956 2141 2110 2349 2301 2323 2341

MEAN 1475 1419 4379 4350 1359 1383 1412 1491 1548 1572 4555 1565 NO. OF CBS. 40 40 41 40 39 39 39 39 40 44 40 40

ELEVEN MONTHS JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC LOWEST 5541 937 780 864 882 853 959 999 1042 1365 955 944 DECILE 1 liii 1358 1065 1322 liii 1093 1079 1116 1553 1247 1177 1142 DECILE 2 1229 1212 1489 1220 1207 1268 1299 1345 1392 1353 1351 1348 DECILE 3 1357 1297 1360 1320 1354 1442 1451 1424 1442 5474 1377 1419 DECILE 4 5473 1501 1430 1452 1512 1541 1512 1502 1525 1516 1497 1508 DECILE 5 1537 1573 1492 1544 1668 1563 1566 1623 1593 4617 1622 1611 DECILE 6 4676 1652 1642 1695 1666 1620 4716 1732 1753 1707 1695 1700 DECILE 7 1791 1812 1785 1763 1821 1695 1772 4875 1968 1839 1759 5764 DECILE 8 4903 1915 2002 1820 1879 1942 1842 2010 1965 1914 1896 1895 DECILE 9 2869 2094 2138 1957 1961 2041 2376 2118 2635 2172 2130 2232 HIGHES% 2434 2403 2321 2188 2323 2231 2351 2378 2350 2449 2370 2364

MEAN 1587 1572 1558 4536 1573 4571 1603 1641 1653 1658 4626 1648 NO OF CBS 40 40 46 39 39 39 39 39 46 43 46 40

114E1VE MONTHS JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC LOWEST 1126 956 969 943 963 1084 1010 1110 1178 5087 5014 1 l4 DECILE I (2 (9 1592 1207 1175 1261 1216 1218 1214 1308 1291 1211 1230 DECILE 2 5387 1414 1371 4356 1464 1548 1379 5433 1466 1409 1425 1380 DECILE 3 5474 155 1511 1565 1563 16G6 1511 1518 1560 1513 5493 1569 DECILE 4 5662 1643 1584 1689 1675 4657 1596 1599 1577 1613 1627 1605 DECILE 5 5682 5768 1799 1791 1729 1725 1744 1705 1678 1721 1714 1695 DECILE 6 1787 1812 1867 4875 1836 4862 1864 1816 1795 1866 1790 1827 DECILE 7 1964 2004 1945 1970 5969 1938 1965 2616 1936 1931 5858 1932 DECILE 8 2096 2114 2566 2376 2168 2537 2165 2085 2033 1996 2120 2376 DECILE 9 2397 2304 2249 2268 2335 2574 2249 2283 2226 2486 2293 2273 HIGHEST 2476 2522 2463 2572 2543 2384 2591 2393 234 2487 2474 2527

N 1739 5752 1748 1149 1761 1760 5750 1745 1733 1727 1733 1736 OF CBS 40 39 39 39 39 39 39 39 39 4 4G 46

I I I I Li I I I I

I I I I I I 1 1 1

APPENDIX C I

EIS - EXTENSION OF SAND QUARRY 3-27 BATSON SAND & GRAVEL PTY. LIMITED Section 3 - Existing Environment Suffolk Park

TABLE 3.4 Discharge Monitoring Results - March 1996 to June 1997

Suffolk Park Quarry I 3

Discharge from Eastern Discharge from Clean \ ater Dam

(Interim)

Date of Settling Pond

Discharge spw-i SPW-3 SPW- spw-s

Turbidity Turbidity pU S/S Turbidity I pH S/S p11 ___________ (mg/L) (rng!L)

15/03/1996 27 5 5 * --

18/03/1996 40 5•7 * --

26/04/1996 46 + * --

02/05/1996 40 5.6 6.0 03/05/1996 43 6.1 58 6.2 07/0/1996 14 16 5.4 300 5 13/05/1996 45 5.7 52 5.8 15/05/1996 28 5.7 112/: 57 16/05/1996 14 6.0 358/ 6.2 17/05/1996 18 + .166: ±

21/05/1996 23 ± * ±

24/05/1996 25 ± *

28/05/1996 45 + 46.5 +

13/06/1996 26 5.2 106 5.8

17/06/1996 16 5.3 :156* 5.1

02/07/1996 35 5 5 175 6

09/08/1996 46 5 22 38 5.81

02/09/1996 46 5.02 28 5.69

04/11/1996 46 5.15 1 14 5.30 07/11/1996 46 5,88 35 5.93

25/11/1996 37 66 - 80 7 5.99

26/11/1996 46 5.52 t63:: 6.01

27/11/1996 46 5.48 47 6.04

28/11/1996 46 5.50 6.12

29/11/1996 46 -- 50 6.05

Process Water Pond Commissioned 02/12/1996 46 3 3 47 -- 03/12/1996 46 5.69 41 6.23 05/12/1996 46 5.11 48 579

10/f2/1996 46 5 95 33 --

12/12/1996 46 5.69 31 600 13/12/1996 46 5.70 35 5,80

16/12/1996 46 5,43 29 5.68 17/12/1996 46 -- 15 -- 18/12/1996 46 5.80 14 5,73

1 9/1 2/1996 46 5.80 II -- 20/12/1996 46 562 15 597

23/12/1996 46 548 8 5.98

24/12/1996 46 5.7 7 6,01

30/12/1996 46 553 7 6,20 31/12/1996 46 543 7 580

+ p1-I meter inoperative Non - Complying * No suspended solids sample -- No analysis Discharge

K.W. LUHKEHY & LU. 1'' V LIMITED

I I I I 1 I 1 I I I I I I

I I I 1 I LI

1 I I I I I I I I I I I I I I I I 1 I I

BATSON SAND & GRAVEL PTY. LIMITED 3-28 EIS - EXTENSION OF SAND QUARRY Suffolk Perk Section 3 - Existing Environment

TABLE 3.4- Cont'd

Discharge Monitoring Results - March 1996 to June 1997

Suffolk Park Quarry

Discharge from Eastern Discharge from Clean Water Dam

(Interim)


Discharge SPW-1 SPW-3 SPW-7 spw-5

Turbidit's Turbidity pH S/S Turbidity pH S/S pH

2/01/1997 46 550 7 590

3/01/1997 46 565 26 595

7/01/1997 46 545 21 5.82

8/01/1997 46 583 7 5.80

9/01/1997 46 590 9 5.83

10/01/1997 46 5.80 9 5,85

13/01/1997 46 5.51 -- 5.33

14/01/1997 46 575 17 5.68

15/01/1997 46 557 4 5.70

4/02/1997 1 46 557 1 59 5.59

5/02/1997 46 556 30 533

6/02/1997 46 5.58 26 5.37

7/02/1997 46 563 24 5.63

10/02/1997 46 352 13 5.67

11/02/1997 46 5.65 8 5.23

12/02/1997 46 560 1 5.27

14/02/1997 46 5.29 11 537

17/02/1997 46 5.40 16 5.78

18/02/1997 46 5.38 23 5.65

19/02/1997 46 5.47 15 5.20

20/02/1997 46 -- 12 --

21/02/1997 46 -- 18 --

24/02/1997 46 593 10 5.31

27/02/1997 31 5.62 42 5.35

28/02/1997 43 5.75 - 5.40

3/03/1997 46 5 78 19 5.54

4/03/1997 46 580 is 5.75

10/03/1997 46 563 20 5.93

11/03/1997 46 5.55 36 598

12/03/1997 46 5 75 28 5.88

14/03/1997 46 -- 19 --

17/03/1997 46 555 9 5.61

20/03/1997 46 53 9 5.70

24/03/1997 46 508 41 5.59

1/04/1997 46 581 to 5.49

28/04/1997 46 5 51 26 5.60

29/04/1997 46 557 26 5,63

30/04/1997 46 s a1 27 5.70

1/05/1997 46 556 24 5.60

+ pl-I meter inoperative .., Non - Complying

* No suspended solids sample -- No analysis Discharge

R.W.is UPISLY I.L). I I Y LIMI tL)

EIS - EXTENSION OF SAND QUARRY 3-29 BATSON SAND & GRAVEL PTY. LIMITED Section 3 - Existing Environment Suffolk Park

TABLE 3.4 - Cont'd

Discharge Monitoring Results - March 1996 to .June 1997

Suffolk Park Quarry 3 o f 3

Discharge from Eastern Discharge from (lean Water Dam

(Interim)


Discharge SPW-i SPW-3 SPW-7 SPW-5

Turbidity Turbidity pU S/S Turbidity pH s/s pH

(mg/L) (mg/L)

2/05/1997 46 5.60 17 572

5/05/1997 46 5 38 27 5.78

6/05/1997 46 46 529 5.70

7/05/1997 46 5 40 29 5.80

8/05/1997 46 46 - 22 -

9/05/1997 35 33 3 73 80 5.70

12/05/1997 46 46 548 29 5.65

13/05/1997 46 5.71 33 5.89

15/05/1997 46 519 22 5,95

16/05/1997 46 5.20 34 5.83

19/05/19976 46 5,32 49 5,80

21/05/1997 46 5.30 38 5.75

23/05/1997 46 - 20 -

26/05/1997 46 5.63 - 5.73

28/05/1997 46 5.52 42 5,63

29/05/1997 46 . 5.60 43 5.83

30/05/1997 46 550 ±±52: ' 5,72

2/06/1997 46 °2 -63 6.10

3/06/1997 46 - 19 -

19/06/1997 46 0 $1 630

20/06/1997 46 5.63 27 5.89

25/06/1997 46 5.50 32 6.18

30/06/1997 46 5.29 30 6.03

+ pH meter inoperative .,. Non - Comptin

* No suspended solids sample Discharge

I I H I I I I I I I I I I I I Li I I I

APPENDIX D H

SIMMONDS & BRISTOW FJTY LTD A C N 010 252 418

WATER & ENVIRONMENTAL ANALYSTS & CONSULTANTS SINCE 1965

30 Shottery Street Yeronga 0 4104

Ph (07) 3848 7699 Fax (07) 3892 3345

't) Box 2 Central Old UniversIty Rockhampton 0 4701

Ph: (079) 361 744 Fax; (079) 361 788

I

Ref No: 34345 DJB:RFW/ko

I 13 January 1997

I

I The Manger Ray Sargent & Associates Pty Ltd

I

POBoxl47 LISMORE NSW 2480

IAttention: Mr Ray Sargent

IDear Ray

I SALINITY INCREASE FROM GYPSUM DOSING

1.0 INTRODUCTION I

This report estimates the increase in salinity (or dissolved salts) as a result of dosing of natural

I Gypsum to runoff waters at Batsons Quarry located in Byron Shire.

Previous work was reviewed in tiles on analysis undertaken in 1993 (ref: 20319) and 1994 (ref:

I 23650). The latter (ref: 23650) reported on 28 January 1994, related to settling tests undertaken on samples collected from stormwater runoff. The calculations of this report are based on the analytical results on these latter samples that are representative of data on files for this site, in

terms of dissolved mineral content.

I 2.0 SALINITY INCREASE - CALCULATIONS

These samples were collected on 9 December 1993.

IpH ESTIMATED DISSOLVED SALTS (SALINITY) mg!L

ISAMPLE ID GYPSUM DOSE mgIL

NIL 50 100

I 84053 4.9 44 72 100

84055 5.0 60 88 116

I

IAS-W M

benchmark - /'ROIEC//NG YOUR PEOPLE. YOUR PROFITS

EPTCAliON ANI) THE E,VVIRQN.fEVT

I I The solubility of natural Gypsum, Calcium Sulphate with two waters of crystallisation is

0.24 lgrams per lOOm!. (Ref: Handbook of Chemistry and Physics" 2nd Edition).

The Calcium ion of the Gypsum reacts with the turbidity components of the water and settles over time. The solubility of Calcium Silicates is zero as per the above reference. Therefore the

Isulphate component only will add to the estimated salinity, as expressed in the above table.

At the maximum dose of gypsum, the salinity of the water will increase by approximately 100%,

I and at half the maximum dose the salinity will increase by approximately 50%.

I The mineralisation of the stormwater runoff is very low so that on a proportional basis a chemical dose of moderate levels will increase the dissolved salts (salinity) in the water by a

significant amount.

1 The salinity increase above is not significant in absolute terms when compared to NH&MRC Drinking Water Standards of< 1000 mg/L of Total Dissolved Salts.

I Please advise if you have any queries.

Yours faithftilly SIMMONDS & BRISTOW PTY LTD

I I I I

General Manager

I I I Ii] I I I

b- W vt

Ralph Woolley / Senior Scientist

I ©Simmonds & Bristow Pty Ltd Ray Sargent & Associates

J:\WPDATA'OFF10E\34345 RFW Ref No 34345 13 JanuarY 1997 Page 2 of2

I I I 1 I I I I I I I [1] I I I I I I p

APPENDIX E I H

I

I

I I

RAY SARGENT AND ASSOCIATES

I

BATSONS QUARRY

I STORMWATER QUALITY AND EXPANSION OF QUARRY

I

I

I

13 SIMMONDS & BRISTOW PTY. LTD.

A.C.N. 010 252 418

WATER & ENVIRONMENTAL ANALYSTS & CONSULTANTS


BATSONS QUARRY

STORMWATER QUALITY AND EXPANSION OF QUARRY

Contents

j 1. SUMMARY AND CONCLUSIONS

I.. ............................ 1 2. INTRODUCTION

2

Ii 3. WATER QUALITY OF RUN-OFF SAMPLES

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

3 3.1 General , 3 3.2 Suspended Solids Results From July 1993

3 3.3 Run-Off Samples From the 7 December 1993

and 8 December 1993 3

I .....

3.4 ..

4. SETTLING TESTS

I....................... 5

5. CLARIFICATION TESTS

I .....................

7

6. IMELICATIONS FOR THE PROPOSED QUARRY STORMWATER RUN- OFF TREATMENT

8

J Smmonds & Bristow Pty. Ltc ! 30 Shottery Street, Yerong Queensland. 4104. AustraIi

"For when you demand - Initiative, & Reliability"

Phone (07) 848 7699

Fax (07) 892 3345

I

RAY SARGENT & ASSOCIATES Ref. No. 23650 BATSONS QUARRY 28 January 1994

I I I

I


BATSONS QUARRY

STORMWATER QUALITY AND EXPANSION OF QUARRY

1. SUMMARY AND CONCLUSIONS

The test work undertaken at this time shows that storrnwater run-off off disturbed areas will generate turbidities similar to those created by mixing the -75mm fraction of samples collected from the site.

Settling tests have demonstrated that the suspended solids produced during stormwater run-off are slow to settle. Given sufficient time this will occur and the water quality in the settling ponds would be suitable for discharge to the local streams. However, in wetter periods when there is considerably more run-off there may not be sufficient detention time to produce the clarified water desired. In these situations gypsum added as a slurry to the surface of the settling ponds will generate better settling properties and allow the production of quite clear supernatant.

Gypsum is a soil conditioner which can only improve the local sois and is therefore not harmful to the environment.

These tests have demonstrated that it is possible to manage stormwater flows generated from the quarry site so that they have no major impact on the surrounding environment and streams.

RSARG 1

I

I RAY SARGENT & ASSOCIATES Ref. No. 23650 BATSONS QUARRY 23 January 1994

I 2. INTRODUCTION

Following further contact Allen and Hemsley from Sydney, concerning cur involvement in an environmental impact

I

statement covering the disposal of stormwater in a proposed enargement of the Batsons Quarry, we received documentation covering the environmental impact reports

I

prepared by R W Corkery and Co Pty Ltd, from Mr Bob Batson and from Mr Ray Sargent of Ray Sargent & Associates.

I ss5j0ns between Mr Peter Lucena and Mr John Bristow established that Simmonds & Bristow Pty Ltd should concentrate on confirming that the settling rates reported in our original review could be substantiated

I from run-off samples. In fact, sufficient rainfall occurred in the period from 5 December 1993 to

I 10 December collected.

1993 to allow run-off samples

These were received on 9 December

to be

1993 and have been subject to chemical analysis and settling tests, which will be the subject of the remainder of this

I report.

RSARG 2

FIG 1

BA]'SON SANI) AND GRAVEL 1171. LIM FILL)

IN MN

1/

TO TALLO. CIII

' / ,)'

1,,

Yl

/ (2) IIJ

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REFEIENC

DOUNDAflY OF BAr5oH PPOPERTI.S MAJCr1 CAYCHMIMT DOUNOARY

PROJECT SITE OUWDARY ------.. SUO-.;ATCHMENT&OUNDRY

CONTOUI1 (IrInrvtiI - (4) SJB-CMCMNT Nulo:r

TRACK / liRE TflAI(. DRAIUAGE rLOW

PUDLC ROAD S,RUrT5o&d PW•2 0 .JJRIACE MONITOflNO PCNT

.Figurc 3.1 REGIONA]L TOPOGRAPHY AND DRAINAGE

I I

RAY SARGENT & ASSOCIATES BATSONS QUARRY

Ref. No. 23650 28 January 1994

3. WATER QUALITY OF RUN-OFF SAMPLES

3.1 General

Various suspended solids results from July 1993 were forwarded for review. The results appear in Table 1 and can be compared with the results of six samples received on 9 December 1993, which appear in Table 2.

3.2 Suspended Solids Results From July 1993

These suspended solids determinations were undertaken by the Byron Shire Council and show that during periods of rain suspended solids in the range of 1000 to 1400 mg/L were recorded.

There was some variability of results with the cleanest water being recorded at SPW3 from run-off on the western side of the Broken Head Road. The higher suspended solids values were recorded at SPW1 and SPW2 and the concentrations appear to be dependent on the amount of rainfall, as would be anticipated.

Figure 1 shows the actual sample locations.

3.3 Run-Off Samples From the 7 December 1993 and 8 December 1993

Six samples were received and the location of these sample is shown in Figure 2. They were taken largely on the eastern side of the Broken Head Road and represent samples collected along a drainage line where some attempt has been made to introduce settling lagoons.

The results in Table 2 show the run-off samples to be strongly acidic with pH in the range 4.8 to 5.0, and with a low dissolved 'salt content in the region of 40 to 60 mg/L. Settling tests were undertaken on samples 4 and 6 and these will be reported in the following section.

RSARG 3

I I I. I! I

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(/ S '-:.b I i ' - - - . - • ' SE EctrG • > • - hALL PCAD Oht.0 ssu. ico S - - SE t, E 3 • - • S

le

Figure 2.3 S ' PROPOSEDS DEVELOpIENJ'

I I RAY SARGENT & ASSOCIATES

BATSONS QUARRY Ref. No. 23650 28 January 1994

3.4 Water Quality of December Samples

suspended solids and total solids were measured on all six samples, as well as turbidity and colour, which included both the values obtained on the samples as received and after filtration through filter oapers with a 20 micron pore size and an 0.45 micron pore size. The American Standard methods would indicate that the samples filter through the 0.45 micron paper should give a true colour value.

It can be shown from the results there residual turbidity and therefore the final filtered sample colour was still an apparent colour and not a true reading.

There are some differences between the total solids and the suspended solids. Part of this difference is due to the presence of soluble salts. The correction would be no more than 50 mg/L. In every case the suspended solids value is less than the total solids by an amount exceeding 50 mg/L. This indicates that the suspended matter is very finely divided and some of the particles can pass a 1.25 micron paper, which is the pore size for the suspended solids GFC paper.

With regard to turbidity readings, the difference between the raw turbidity and the turbidity filtered through a 20 micron paper indicates that between 50% and 80% of the suspended material is colloidal in nature. of the samples from the eastern catchment the average is closer to 80%, whereas on the western catchment it is closer to 50%. The apparent colour measurements serve to confirm the visual effects of the suspended material on the appearance of the sample and the colloidal nature of the suspended matter.

The samples collected do not appear to contain any significant amount of true colour. The values recorded after filtration through an 0.45 micron membrane are all relatively low and at the same time this sample contains between 3 and 19 NTU of turbidity, which would affect the values recorded. It is therefore possible to say that negligible true colour is present in the run-off samples collected.

I I I

III

SARG 4

r RAY SARGENT & ASSOCIATES

Ref. No. 23650

I BATSONS QUARRY

28 January 1994

4. SETTLING TESTS

settling tests were conducted on two samples of stormwater, namely Sample No. 4 and Sample No. 6. Comparative settling and clarification tests were undertaken on a mixture of Sample No. 5 and Sample No. 1. These results will be discussed in Section 5.

I Two 3 litre portions of each of the two stormwater samples were taken for dispersion and settling tests. settling Test No. 1 considered settling properties of the

I stormwater as received, Settling Test No. 2 considered the stormwater mixed with 12g of calgon which acts as a dispersing agent to further retard the sedimentation of

I the colloidal clay particles present. The sample applies with the second stormwater sample, the results appear in Table 3.

I The settling results show both apparent colour and turbidity values. The apparent colour numbers are higher because the reading is more sensitive. You will notice that the turbidity numbers are higher than the suspended solids and in most instances the total solids showing the colloidal nature of the suspended material. The degree ! of fineness is indicated by a coefficient of fineness value which has been reported in conjunction with both the suspended solids and the total solids. The term is only valid for suspended solids when compared with turbidity, since the definition as laid down in one of I the earlier American Waterworks Association Standard Methods for the Examination of Waters and Wastewaters,

I defines the term as the suspended solids divided by the turbidity.

Because of the fine nature of the suspended matter some of the particles pass the suspended solids paper. We have chosen to also report total solids which generally record a high value for suspended solids equivalent to the amount of dissolved solids or salts present. In this instance we have not deducted the dissolved salts because they represent only approximately 50 mg/L.

In the case of the stormwater Sample No. 6 the correction is 60 mg/L and it should be noted that if we deduct the dissolved salts from the total solids as measured at 21 days we will have a negative value. It would appear that this number is erroneous. We were unable to repeat this test.

I The number obtained at 28 days was 65 mg/L and if we deduct the dissolved salts at 60 mg/L it leaves 5 mg/L of

2 suspended matter in the sample after 28 days.

5 RSARG

I

I I

I RAY SARGENT & ASSOCIATES Ref. No. 23650 I BATSONS QUARRY 28 January 1994

The water quality of the supernatant in the settling

I tests can be examined in Photograph 1, which shows the condition of the samples after 21 days of settling. The clarity of the second sample is obvious when compared

I with the first sample.

The comparison between suspended solids and total solids

I also shows how suspended matter is passing the Whatman GFC paper because the particles are finer than the pore size. At 14 days suspended solids for the stormwater sample No. 4 were 8 mg/L, whereas the total solids were

I

470 mg/L, less the dissolved salt content of 50 mg/L, giving a total suspended solids of the order of 420 mg/L.

I Again, with stormwater sample No. 4 the initial solids content was of the order of 3000 mg/L, which reduced in stages to the end of the experiment at the end of four

I weeks. At that time the reduction in both apparent colour and turbidity was in the region of 95%. The actual suspended solids measurement was <1 mg/L. The suspended solids determined from the total solids was 120 mg/L. Photograph 1 shows the residual solids in the supernatant. This particular sample does not settle at all well.

The stormwater sample No. 6, which is from the western catchment, contained a much lower suspended solids initially of the order of 125 mg/L, or if we consider total solids of the order of 150 mg/L less the dissolved salts gives a value of 100 mg/L of suspended matter. Settlement over the four week period showed an 80% reduction in both apparent colour and turbidity. The water in the cylinder was relatively clear and it was possible to identify the black lines on the white board behind the settling cylinders in Photograph 1. The water quite easily met the Environmental Protection Authority of New South Wales requirement of 50 mg/L suspended solids.

With both stormwater samples the calgon addition produced a poorer settling environment and at the end of the four week period only 70% to 75% of the suspended solids had been removed. This serves to demonstrate the highly colloidal nature of the solids and the need to prevent turbulent contact between the sediments and rainwater, or stormwater.

p I

I

RSARG 6

I

I

I RAY SARGENT & ASSOCIATES BATSONS QUARRY

5. CLARIFICATION TESTS

Ref. No. 23650 28 January 1994

j

Because of the difficulties of settling the suspended solids, it was determined to use sample No. 5 with a small addition of sample No. 1 to investigate clarification properties. The volume of sample available was limited and no sample remained for stormwater sample Nos. 4 and 6.

100 mg/L of gypsum (calcium sulphate with two waters of crystallisation) was added to this sample and Table 3 shows the settling properties with an without gypsum as Tests 5 and 6. It indicates that after five days 99.25% of the suspended material was settled and removed. Settling result produced a definite sludge layer of 55 mL volume and 9.21 grams weight with clear liquid above. It is apparent that the increase in dissolved salts of 100 mg/L using this simple chemical coagulant will produce a marked improvement in sedimentation. The weight of solids recovered indicates all the suspended solids were trapped and recovered in the sludge.

It is therefore recommended that gypsum be held on site with equipment suitable to produce a slurry for gypsum dosing of the settling dams at critical times. The necessary equipment includes:

* A mixing tank. * An electric stirrer to maintain the suspension. * Pump and fire hose or irrigation knocker spray.

to add the gypsum slurry to the settling lagoons.

The addition of between 50 and 100 mg/L of gypsum to the service will allow finely divided gypsum particles to settle down through the water dissolving as they. go and producing a coagulation result which will allow clarification of the water in these lagoons. This treatment can be applied when heavy rains have filled the lagoons to near their capacity so that clarified water can be discharged without upsetting the external environment. This then leaves reserved capacity in the settling dams for future rainfall.

I

RSARG 7

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[1 Ij

I I

i

RAY SARGENT & ASSOCIATES Ref. No. 23650 BATSONS QUARRY 28 January 1994

6. IMPLICATIONS FOR THE PROPOSED QUARRY STORMWATER RUN-OFF TP1ATMNT

The arrangement set out in the original water quality control plan allow for silt traps and settling ponds with overland flow between the two. This arrangement provides the best natural treatment for clarification of the stormwater. Mr Peter Lucena of Ray Sargent & Associates has indicated that the revised design is considering pumping all stormwater from the eastern part of the quarry across to the west, which offers potential discharge into a less sensitive environment.

The water in the settling pond can be used either for process water, irrigation, or be discharged to the environment. In periods of rainfall which cause the settling pond water to appear quite turbid the gypsum should be dosed to effect better clarification so that clean, clear, clarified water can be discharged into the local stream. This would occur only when the rainfall exceeds water consumption requirements at the quarry site.

/ L '

John Bristow Manager - Scientific Consultancy

fSARG [1

I I SIMMONDS & BRISTOW PTY. LTD.

A.C.N. 010 252 418


Ref. No. 23650 RAY SARGENT & ASSOCIATES

I BATSONS QUARRY

TABLE 1.

BATSON SAND AND GRAVEL WATER SAMPLE LOG

ISUSPENDED SOLIDS

DATE SANPLE NO.

SAMPLE POINT

WEAIER CONDITIONS SUSPENDED SOLIDS rng/L

12.07.93 1 SPW 2 Raining 1160.

12.07.93 2 SFI 1 Raining 1345.

12.07.93 3 SPW 3 Raining 68.

14.07.93 4 SP1 1 Over Cast Showers 1295.

14.07.93 5 SEW 2 Over Cast Showers 890.

I

I

$ I

p

I

RSARG

SIMMONDS & ERISTOW PTY. LTD.

PER ........................ 24 January 1994

,j Simmonds & Bristow Pty. Ltd.

L "For when you demand -

30 Shottery Street, Yeronga. Initiative, Accuracy & ReI,abiIit Queensland. 4104. Australia.

Phone (07) 848 7699

Fax (07) 892 3345

I I SIMMONDS & BRISTOW PTY. LTD.

A.C.N. 010 252 418


I Ref. No. 23650 RAY SARGENT & ASSOCIATES BATSONS QUARRY

TABLE 2

ANALYSIS OF WATER SANPLES

Date Received: 09.12.93

I

I

$

p I

Sampled By: Client

S & B SAMPLE DESCRIPTION SAMPLE 1 SAMPLE 2 SAMPLE 3 SAMPLE 4 SAMPLE 5 SAMPLE

METHOD 6

NO.

84050 84051 84052 84053 84054 SAMPLE REGD NO. 84055

WP090. pM Value 5.0 4.8 4.9 4•9 4•9 5.0

WP040. Conductivity 8 20C p5/cm -- -- -- 53. -- 85. J WP110.1 Est. Total Dissolved Salts

mg/L 44. 60.

5P055.1 Sand -- -- NCNE NONE.

Silt -- -- 500. 500. -- Clay -- -- 3000. 2300. --

SP005. Settling Tests 13LE 3 TABLE 3

WPiC0.11 Total Solids rrg/L 2650. 3280. 3500. 3300. 3240. 210.

WP100.4 Suspended Solids rr/L 2480. 3160. 3390. 2370.4 3020. 125.

Turbidity:

wP170.1 Raw NTU 3600. 4500. 5000. 3000. 4600. 240. WP170.2 Filtered (2Cii) NTU 2500. 3700. 4100. 2500. 3500. 114. WP170.3 Filtered (0.45) NTU 3. 5. 3. 13. 10. 6.

Colour:

WP030.1 Apparent PCU 9500. 12200. 13000. :3600. 12200. 640. WP030.2 Filtered (20pm) PCU 6900. 10200. 10700. 7500. 9400. 330. WP030.3 Filtered (0.45) PCU 23. 26. is. 59. 45. 18.

j Simmonds & Bristow Pty. Ltd. 30 Shottery Street, Yeronga.

L/tiative, Accuracy & Reliability" Queensland. 4104. Austraha. RSARG

SIMMONDS4 ERISTOW PTY. LTD.

PER . ............ 5 January 1994

Phone (07) 848 7699

Fax (07) 892 3345

-- -- - '' -- Smor& Erow PTy- Ltam'. -~in-c. in

A.C.N. 010 252 418

30 Shotlery Street, Yeronga, Queensland, Coiiultarits 10 the Australia, 4104. 163 Water Industry Telephone: (07) 848 7699 Fax No.: (07) 892 3345

Ref. No. 23650 RAY SARGENT & ASSOCIAfES BATSONS QUARRY

TABLE 3 BATSONS QUARRY BROKENHEAD

SETTLING TESTS ON STORHWATER

SAH?LE OLSCAIPI ION bIL4444A1 68 500p( 6 4 60440164 SAMPL6 8 01(10444164

SAMPLE 1(6511 NO. 84053 84055 84054 C 85051

S.ttlinq Test No. I 2 3. 4 5. 6

p41 Valo. 4.8 9.2 5.0 9.0 4.9 4.9

Let. Total 0e0

Salts 44. -- 80. -- 50. so.

Date Collected 0812.93 08.12.93 08.12.93 08.12.93 08.12.93 08.12.93

Date TestioyCoCooeoced 09.12.93 09.12.93 09.12.93 09.12.93 07.01.94 07.01.94

Vol of L7.nd L 3. 3. 3. 3. 3. 0.25

TREATIIENT 5tc,croater Storooater + Cal9on Storooater Storn,oater + Calon 5torro.+ter 4 100 r.3/L Storo+ater

Gyos.ao

Col S Turb S Col S Turb S Cof S Turb S Cal S Turb S Cof S Tu rb S C.ol S Turb S

App Redo RedO App Redo Redn App Redo Redo App Redo Redo App Redo Redo App Redo Redn

Ti- - 0 hours 13800 -- 5000 -- 10800 4500 643 -- 240 -. 600 220 1100 -- 4400 -- 11500 -- 4400 --

0.5 Eoors 12800 1 4400 0 11200 NIL 4700 NIL 690 NIL 250 NIL 630 NIL 230 NIL 3780 6.8 1400 6.8 --

1 roar 12100 12 4500 8 10600 2 4000 NIL 540 18 220 6 535 11 200 9 2180 82 750 83 --

2 roars 12100 12 4600 8 10300 5 4500 NIL 535 16 210 10 535 11 200 9 1480 88 500 89 --

5 hours 12000 13 4600 8 10200 6 4200 5 590 8 220 8 495 18 190 11 833 93 260 94 --

24 hours 11000 20 3800 24 9100 15 3700 16 170 11 210 10 490 18 185 15 240 98 60 98 9200 20 3400 23

2 days 9300 33 3500 30 8200 24 3300 25 500 22 175 21 415 31 155 30 -

O days 5900 51 2400 02 6200 43 2700 39 410 36 150 38 370 38 130 41 80 99.3 35 90.2 4500 61 1800 58

1 meek 4500 57 1850 63 5400 50 2300 48 390 39 140 42 340 43 120 45 60 89.6 11 90.6 --

2 weeks 2600 81 940 81 5000 54 1800 59 270 58 80 61 320 47 90 59 -

3 weeks 1000 85 460 50 2900 73 1250 72 165 74 6.0 15 225 63 15 66 -

4 weeks 160 94 193 96 2700 11 1050 77 130 80 45 81 200 67 60 73 -

Sw5peoded

Solids/Cwsfficl.ot of

2870. / 0,8 -- 125. / 0.3 -- 3000. / 0.1 3000. I 0.7

- S days mj/L 110. / 0.3 -- 40. / 0.3 -- -- 6. /10.1

- 14 days m/L 8. / (0.1 -- (1. /(0.1 -- --

- 21 DAYS r9/L (I. / <0.1 -- <1. /40.1 -- --

Iota I

Solids/Coefficient of

Li OeOess

Initial e9/L 3300. / 0.7 -- 210. / 0.9 -- 3250. I 0.7 3250. / 0.1

1 day n/L 2600. / 0.9 -- 210. / 1.0 -- - --

5 days n/L 1300. / 0.5 -- 150. / 6.0 -- 17.5/ 0.2 --

14 days n.3/L 410. I 0.5 -- 120. / 1.5 -- -- --

21 days r/L 238. / 0.5 -- 36. / 0.6 -- --

28 days o/L 110. / 0.9 -- 65. / 1.4 -- . -- --

I I

Sample Reg?d. No. 84053 Sample Reg'd. No. 84055 Raw Raw Raw Raw sample Sample Sample Sample plus as plus as 12g Calgon supplied 12g Cargon supplied

I Photo 1. Shows settling test results for Stormwater samples after 21 days standing Note layering effects in first two cylinders.

I I I I

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I L

I I I I I I I I I I I

1 LI I

'FIGURES I I I I


TN

[Ture 5.1A

SHOWING EXISTING STORMWATER STRUCTURES

Ray Sargent 8t a s s o c i a t e s

f '2' CONSULTING ENGINEERS

4V /71 . N.5.w. 2u-a

(C 6800 6888

DESIGN C7WN CAD FILE No. DATE

RJS GPK 92051051 OCT.97

SCALE DATUM APPROVED 1 . 5000 -

j

Flexi Flume rrcc:c7i pipe. providing fIa rcation 7 7 to rehabilitatirs .Z 7

- - Depression

Flat area prser ( . way No.2 under rehabx....cn 7

.- - - . East—West \....-0utlet REFERENCE

7 Orversion Pum

Splway No.1

1000 R s og c / TANK Uj j - - oJect Sfte Boundary

r aled/ / ted ujd5:n*.

P

Pokt

ROCESSING

Inflow into Wet PLMT \ /

Vegitoted Area

/ Falls away from

Processing Plant / - - '

/ -

Quarry

collect suoce rnoff '

Quarry floor slopes to Sumo

SCALE 1:5000

50 0 50 100 750 200 250m

T\ \f\

Reserve Irrigation Area if Required For On Site Disposal - Of Water Other Than By / Irrigating Area s Under Rehabilitation /

Existing East/West Diversion_Pump

/ Raw_Material

Stockpile Area c C zZ7V

MoIe Dry Z,7Z Processing Plant -

/ Catch Drain To Direct

V Runoff To Settling Pond

All 9 Catch Drain To Direct Direct Clean Water Drainage NN - - v Eastern From Existing Gully To N Runoff To We8tern Settling Pond Diversion Channel Slit Trap

Fines ,AREA E / Catch Drain To Direct DrYln9Ponde // - Runoff To SUt Trap

REFERENCE Sli Trap

AREA :

lit Tra

Con 20

:r:) FuoWProcess III T.I*

- Water Pond unc RO. S.aisd/Unsesi.d ll / -

/ 2 Track / Fke TraM Western /

Dam Settling Pond I Iaw

3 IResidence Creek Diversion / Lunch /' -

Channel /ExlstIng Tops / Stockpile

A

/-MobUe Dry r--- ' 1-t-2-A_ _- _-1- \. Processing Plant

Stockpile Area AfArU

Maintain Existing Drain Wet Product Sediment Around Stockpile Area Processing Stockpile Control

Plant and Loadout \ Structur. Area

SCALE 1:5000 / Undisturbed Area Drains

50 0 50 100 150 200 250m Away From Quarry

Note: Stockpiles omitted for reasons of clarity.

A Proposed Limit of Extraction

Area of Tenoiary Rehabilitation

Area of Final Rehabilitation

Area of Enrichment Planting

Figure 5.1B

PROPOSED STORMWATER STRUCTURES

Proposed Eastern

27.7

17 2&a

- - - - - Dstn Water Lrv.1

CHAINAGE 20

DarnWater '

C H AINA G E60

- --------------

___

j:

-28

CHAINAGE 140 29-

-27 27-

26 of Ch1 - 0.9% Gr.j -

25 25- ________

24 24-

LONG SECTION

11000 HorIzontal Scale: 1:100 Vertical

Figure 5.2 DIVERSION CHANNEL DETAILS

/

3

SCALE 1:1250 20 0 20 40 60-n

V / I Exlathig Water Contalnm.nt Structure

New Water Storage

E15P \.

FLATIJG \E 1JLE ,cCE5s

r - Ev1 l

.L. ET

AQU\T\ C-

WAra L / cuce

L

LKJ. C-REST .L.17.5 (-z) .0)

FLC.rr 1NE;

t:j NJ Trc1 \-TE- E'E Gcza 1

7\1. I. (z°) L. \ 0 ____ . L.

(5)7 .L. °O K PJATR

'ç7 R.L. 5 a /2--a'

5\LF -r L.E/aL-

l____ \./rrH EEE

-

7M a'jK4_}J-t-i k lE

E-ET R.L. 1-7-0 (zo)

S EDIM EiT COLLETK

5L)AF' P1 TO EZAST

'u c'

NOTES

L-Va5 1 Ta A -' F1C&L- Eci LEZJ

FIGURE 5.3

2. VLUE 1

SILT TRAP DETAILS

Ray Sargent -SE a 8 8 0 C I a t 0 8

CONSULTING ENGINEERS

o

T0 ,0 )02) 500 (02) 662' 6888

DESIGN DRAWN CAD RILE No. DATE

PBL CMD 920100 1 OCTOBER 97 SCALE DATUM

- APPRO'IED

I I I I

report on water quality & management at batsons suffolk

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