132006.268.03 - Original Court Approval - Attachment 1

 

 

5) Effluent treatment
system and land
application area

This Conceptual Effluent Treatment and
Disposal Strategy was conducted using a
combination of new data and data taken
from the previous site investigation
undertaken by Global Testing in 2007.

The proposed treatment and application

methods to be employed on-site are based on

the following guidelines and authorities:

« the ‘Queensland Plumbing and
Wastewater Code, 2006’

© AS/NZS 1547:2000 ‘On-site Domestic
Wastewater Management’ 5

* Planning Guidelines for Water Supply and
Sewerage ©

* Queensland Water Recycling Guidelines,
2005.’

Based on previous testing detailed in
Section 3 of this report and the proposed
site use, it is proposed that the most
effective and flexible method of irrigating
treated wastewater for the site would be
via surface sprinkler.

In calculating a suitable disposal area for
the predicted wastewater loadings, the site
was assigned a conservative permeability of
0.22m/day in accordance with Category 5
soils as detailed in Table 4.2A4 of AS/NZS
1547:2000. A conservative proposed
irrigation area for the expected effluent
Joadings was therefore calculated
incorporating the recommended design
irrigation rate (DIR) of 20 mm/week for a
category 5 soil from Table 4.2A4 of AS/NZS
1547 (2000). This is detailed in Section 5.4.

5.1 Wastewater loadings

The following proposed wastewater
loadings are based on interviews with
Cooroy Mountain Spring Water staff and

 

5 Standards Australia/Standards New Zealand, 2000,
ASINZS 1547:2000 On-site domestic wastewater
management.

’ Department of Natural Resources & Mines, 2005,
Planning Guidelines for Water Supply and Sewerage.
Chapter 5 - Demand/Flow and Projections - Table A.
7 Queensland Government, Environmental Protection
Agency, 2005, WaterWise Queensland. Queensland
Water Recycling Guidelines 2005.

 

GILBERT+SUTHERLANG

data obtained from Appendix 4.2D of
AS/NZS 1547:2000.

Table 5.1.1 lists the wastewater generating
activities at the redeveloped site during the
peak summer period when the facility is

 

 

 

 

 

 

 

 

 

 

 

 

 

 

fully staffed (48 persons).
Table 5.1.1 Proposed wastewater volumes
Source Volume | Number | Volume
per of of waste-
person | people water
(L) (Uday)
On-site 180 5 3900
residence
Dual flush 27.5 48 1,320
toilet*
Hand . 8 48 384
washing**
Kitchen 5 48 240
Misc. 10 48 480
TOTAL - 3,324
*Assumes 11/5.5 dual flush cistern, with 1 fult
flush and 3 half flushes per person per day.
** Assumes 4 x 2L washes per day.

 

 

For the on-site residence it is assumed that
it will be a permanent 5 person household
connected to a bore water supply (i.e.
180L/person/day).

For the bottling facility and administration
block, the above loadings assume a total of
50.5L/person/day. This is in line with the
loadings for industrial use (50L per person)
from AS1547:2000. .

5.2 Bottling facility wash down

In addition to the above tabled wastewater
generation projections there is a volume of
water used on a weekly basis to hose down
the internal shed floors. This is performed
once a week using a pressure cleaner to
conserve water and expedite the task.

This water is currently collected in a
connected series of concrete drains
embedded in the shed floor. It is proposed
that these will drain to a central
underground sump equipped with a pump
and float switch to enable the contained
waters to be pumped to the effluent
disposal system as the sump level requires.

Assuming that the pressure cleaner uses
600L per hour and the wash down takes
half an hour, it is estimated that the

5-1