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Site Classification Report
Ground Drill Pty Ltd ATF The Bennett
Family Trust ABN - 15204820396
M – 0407035220
W- www.grounddrill.com.au
E [email protected]
QBCC Lic – 15034580
Pomona QLD 4568
Site Classification Report
Job No: 22/237 Client Ref: 2103
Date: 22/06/22
Client: Sarah Waller Architecture
Site Address: 178 Davis Road, Cootharaba
Proposed Structure: Proposed Residence & Shed
Information Provided by Client: Site Plan & Survey
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Page 2
Introduction
The purpose of this report is to classify the site in accordance with AS2870-2011. This report
is based on the field investigation/lab testing and information if any provided by the client.
This Report relates exclusively to the tested locations and the above-mentioned structure.
Further investigation may be required. Further investigation is recommended when deeper
depths of fill or marine clays are thought to be present, by way of deeper boreholes/other
test methods/use of prior investigation within the area. Bore logging in accordance with
AS1726-2017 Geotechnical Site Investigations.
Site Classification
Class “P” (Due to poor bearing capacity & trees)
Based on the soil profiles the site would have the characteristics of
an 'H1' site with an approximate Ys of 41-50mm if not a “P”.
Important Notes Relating to the classification
This report does not address slope stability, if a slope stability report is required the services of a
suitably qualified Geotechnical Engineer should be sought.
Allowable Bearing Capacity
An approximate bearing capacity of 100kpa was encountered at a depth of 300mm
below existing ground surface level in the SANDY CLAY at location TP1, at a depth of
1500mm below existing ground surface level in the DISTINCTLY WEATHERED ROCK
at location TP2, at a depth of 500mm below existing ground surface level in the
SANDY CLAY at location TP3 and at a depth of 500mm below existing ground surface
level in the SANDY CLAY at location TP4.
This is a suggested minimum founding depth; greater depth may be required due to the
following. Bearing capacity can be highly variable over the allotment these depths are
specific to the test locations. Actual founding depth should be nominated by the designing
engineer whilst taking construction and footing type, fill, underground services, retaining
walls, settlement, proposed cut/fill and any trees into account. Soft and/or settling soils may
present within the investigated depths or at deeper depths, further investigation may be
required to establish this.
Page 3
Lab Results/Predicted Surface Movement Bore Hole TP 1 900-1200 Shrink-Swell (Indicative) 2.80% Ys N/A Site Description Future Site Works: Unknown Existing Earthworks: Nil Retaining Walls: Nil Vegetation: Heavily grassed, and many large mature trees Slope: 0-27% Allotment Type: Acreage Surrounding Allotments: Acreage Surface Water: Surface water from adjoining allotments will not traverse this site Water Table: Not encountered Rock: Encountered Watercourses: Nil nearby Road Status: Unsealed By using this report, you are agreeing to the statements and limitations mentioned in this report. Authorised Signatory Matthew Bennett on behalf of Ground Drill Pty Ltd QBCC Lic # 15034580
Page 4
Limitations of Report & Notes
This report is based on information gathered from the field investigation and information provided by
the client if any. Ground Drill should be notified immediately if ground conditions are found to differ
from this report during initial earthworks.
Unless otherwise stated this report does not address the following issues;
• Mining Subsidence.
• Slope Stability (If the site is in a known slip area or is steep, it is recommended that a
Geotechnical Engineer be engaged to conduct a Slope Stability assessment).
• Deep soft or settling soils
• Soils within investigated depths or deeper may be subject to settlement with additional load of
structure and any fill placed, the designing engineer is to allow for this potential settlement.
• Deep settling marine clays may be present.
• Soil Contamination, hazardous materials and or acid sulphate.
• Any slopes, dimensions or plans in this report are not to scale and only show approximate
testing locations.
• Flood levels (It is the client’s responsibility to inform us of any flood levels on the allotment).
• If water is found in the boreholes this depth may vary greatly over time. This report does not
address the influence any natural springs may have on the structure.
• It is the client’s responsibility to inform us of any nearby underground services that have been
or will be installed near the proposed structure.
• Earthworks could affect the site classification and or founding depth.
• If any fill is placed on the allotment post investigation the founding depth will change,
furthermore placement of reactive fill may change the sites classification.
• All topsoil and vegetation is to be removed.
• Surface water is to be diverted away from structure.
• Do not plant trees near the structure which could interfere with the footing’s performance.
• It is the owner’s responsibility to read and understand the CSIRO BTF 18 Foundation
Maintenance and Footing Performance: A Home-owner’s Guide.
• Strength of founding material can be highly variable dependent upon moisture content.
• This investigation undertaken consisted of the included boreholes/test pits, given the size of
the site it is possible that a problem could have been missed. eg. Filled dam/gully, soft soils,
fill, springs, boulders, rock etc. We cannot give a definitive assurance that none of these
problems exist on the site unless we did a greater number of boreholes which would be
uneconomical and impractical.
• This report may not provide all necessary information to design an adequate footing system,
further investigation may be required using larger drill rigs and/or different testing methods.
• This report relates exclusively to single or two storey residential structures, or structures with
similar loads. Larger commercial or greater than 2 storey structures may need further
investigation and this report is to be used as an initial guide only.
• If trees/palms are present, or have been removed from, within or near to the proposed
structure footprint, it is the responsibility of the designing engineer to use the principals of
AS2870-2011 Appendix H “Guide to Design of Footings for Trees”. The classification therefore
excludes the effect of trees on the site unless otherwise stated.
Distance from proposed structure that trees can affect footings:
0.75 x 'h' 'M' sites
1.0 x 'h' 'H' sites
1.5 x 'h' 'E' Sites
'h' is the mature height of the tree. Where there are rows of trees the distance should be
increased.
• It is the designing engineer’s responsibility to calculate the yt and add it to the ys.
• As per the Plumbing and Drainage Regulation 2019, all sites classified H1, H2, E or P must
have an articulating plumbing joint where connected to sanitary drainage. This should be
designed by a competent person (E.g. RPEQ or similar).
Page 5
Borelogs
TP 1 Soil Description DCP TP 2 Soil Description DCP
0 SILTY SAND (SM) – Fine to medium, 0 SILTY SAND (SM) – Fine to medium,
dark grey, dry, loose. dark grey, boulders, dry, loose
100 1 100 1
200 1 200 1
300 SANDY CLAY (CH) – High plasticity, 2 300 1
orange, fine to coarse sand, moist, stiff.
PP-160-190kpa
400 3 400 >20
500 2 500
600 2 600
700 3 700
800 3 800
900 SANDY SILTY CLAY (CH) – High 16 900
plasticity, pale grey, fine to medium
sand, moist, stiff-very stiff. PP-200kpa
1000 1000
1100 1100
1200 1200 CLAYEY SAND (SC) – Fine to coarse,
orange, low plasticity fines, very moist,
loose.
1300 1300
1400 1400
1500 EXTREMELY WEATHERED MATERIAL 1500 DISTINCTLY WEATHERED
(XW) – SANDY CLAY (CI) – Medium SANDSTONE (DW) – Fine to medium,
plasticity, pale brown mottled pale grey, pale brown, dry, low-medium strength
moist, very stiff-hard. PP-300kpa rock.
Bucket Refusal
1600 1600
1700 1700
1800 1800
1900 1900
2000 DISTINCTLY WEATHERED 2000
SANDSTONE (DW) – Fine to medium,
pale brown, dry, low-medium strength
rock.
Bucket Refusal
*- DCP restarted down the borehole
SWL -Standing Water Level
PP- Pocket Penetrometer
ISS-Indicative Shrink-Swell
SS – Shrink-Swell
Page 6
TP 3 Soil Description DCP TP 4 Soil Description DCP
0 SILTY SAND (SM) – Fine to medium, 0 SILTY SAND (SM) – Fine to medium,
dark grey, dry, loose. grey/brown, dry, loose.
100 1 100 1
200 1 200 1
300 1 300 1
400 2 400 1
500 SANDY CLAY (CI) – Medium plasticity, 2 500 SANDY CLAY (CH) – High plasticity, 2
orange, fine to coarse sand, with fine to orange mottled white, fine to medium
medium gravel, very moist, stiff. sand, moist, stiff. PP-130kpa
PP-160kpa
600 3 600 2
700 2 700 3
800 1 800 3
900 1 900 4
1000 11 1000 3
1100 12 1100 2
1200 1200 3
1300 SANDY CLAY (CH) – High plasticity, 1300 3
pale grey mottled orange, fine to coarse
sand, moist, very stiff.
PP-220-250kpa
1400 1400 7
1500 1500 DISTINCTLY WEATHERED 14
SANDSTONE (DW) – Fine to medium,
white, dry, low-medium strength rock.
Bucket refusal
1600 EXTREMELY WEATHERED MATERIAL 1600
(XW) – CLAYEY SAND (SC) – Fine to
medium, pale grey, low plasticity fines,
dry, dense.
1700 1700
1800 1800
1900 1900
2000 2000
2100 2100
2200 2200
2300 DISTINCTLY WEATHERED 2300
SANDSTONE (DW) – Fine to medium,
white, dry, low strength rock.
2400 2400
2500 Hole Terminated, 2500
Page 7
Site Photos [OCR of page images] Site Photos
Page 8
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(=) ros Ray << =) is =) ma ion a
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Page 12
Foundation Maintenance
and Footing Performance:
A Homeowner's Guide
ings can and often do move. This movement can be up, down, lateral or rotational, The fundamental couse
Gy)
csiro
STF Is
replaces
Information
Sheet 10/91
of movement in bu lly be reloted to one or more problems in the foundation soil. It is important for
re ates ee nat ie rete an triodi nian
ane
foundation soil can be prevented, thus protecting ogainst building movement.
This Building Technology File is designed to identity causes of soil-related building movement, and to suggest
of prevention of resultant cracking in buildings.
Soil Types
‘The types of sails usually present under the topsoil in land zoned for
residential buildings can be split into two approximate groups —
granular and clay. Quite often, foundation soil is 2 mixture of both
Ee ee ee ear eee
caused by erosion. Clay soils are subject to
focentinn cack onic gecblonas
Classifications for a given arca can generally be obtained by
il
soils are peone to erosion, but samy soil is particularly susceptible
to being washed away. Even clay with a sand component of say 10%
or more can suffer from erosion.
Saturation
This is parti in clay soils. Saturation creates a bog-
like suspension iss so dea: cones cb las Vetualiy oll of io
bearing capacity. To a lesser degree, sand is affected by saturation
because saturated sand may ul a reduction in volume —
to the local but these are Feabl : “ee
cod there doubt» yoechical report dhol be commioned, Fact par oe Oa cud
As most buildings suffering movement problems are founded on clay ally be the of the builder.
soils, there is an i on claescaion of tals econding vse 7
of swell phage they experience with vari ‘Sitiaiiad ail iad
water content. chapirtinen aie Aneerebirr by rol All clays react to the = —— dips diccee™
Residential Slab and Footung Code. tes mele ee i ow Th tee i
varies considerably between different clays, as docs
Causes of Movement {rhe te er rng ay fo ee
. aie — petiods. Because of the low absorption and expulsion rate, this
There are two types of sextlement thar occur as a result of
construction:
* Immediate settlement occurs when a building Go Seas 0 Be
foundation soil, asa result of vasa hesd onde
weight of the structure. Ths coheloe neoity of Gey soso ten
against his, bur granular (particularly sandy) soil is
* Consolidation sectlement is a feature of clay soil and may take
place because of the expulsion of moisture from the soil or because
Phenomenon will not usually be noticeable unless there ate
rainy or dry periods, usually of weeks or months,
ing on the land and wil characteristics,
‘The swelling of soil creates an upward force on the footings of the
building, and shrinkage creates subsidence thet takes away the
support needed by the footing to retain equilibrium.
Shear failure
This occurs when the foundation sod does not have
ji penne papa undnepe sw sig! rol
two major post-construction causes:
* Reduction of lateral support of the sail under the fonting duc 10
of the soil’s lack of to focal comp or shear
This will ueually take during the first few months after
construction, bur has known to take many years in
exceptional cases, * Significant load increase.
Tiers pects be We Peete ead Se en ead Sees
of excavation.
into corsich as part off of the sie for
tion. Building nee tie ib eT 19) deals with these
problems,
© In clay soil, shear failure can be caused by saturation of the soil
adjacent to ot under the footing,
Foundation
Most sand and cock sites with litte or no ground movement from moisture changes
Slightly reactive clay sites with only slight ground movement from moisture changes
Moderately reactive clay oF silt sites, which can experience moderate ground movement from moisture changes
olsleketa lF
Highly reactive clay sites, which can experience high ground mavement from moisture changes
Extremely reactive sites, which can experience extreme ground movement from moisture changes
AwP Filled sites
to erosion; reactive sites subject co
r Sicca which inclade soft soi, such a sft cay of sit ot foour sands: lands mine wbpidence; collapsing soil: soils subject
whach cannot be classified otherwise
Page 13
‘Tree root ‘Trees and thar are allowed to grow in the vicinity of footings can cause foundation soil movement in two ways: © Roos that grow under footings may increase in cross-sectional size, exerting upward pressure on footings. * Roots in the vicinity of foocings will absorb much of the moisture in the foundation soil, causing shrinkage or subsidence. |Unevenness of Movement ‘The types of ground movement described above usually occur unevenly theoughout the building's foundation soil, Settlement due to construction tends to be unevei because of; © Differing compaction of foundation soil price tn construction, * Diffcring moisture consent of foundation soil prior to construction, Movement duc to non-constraction causes is usually more uneven still. Erosion can undermine a footing that traverses the flow or can create the conditions for shear failure by eroding soil adjacent to a footing that runs in the same digectian as the flow. Saturation of day foundation soil may occar where subfloor walls create a dam that makes water pond. It can aleo occur wherever there isa source of water near footings in clay soil. This leads to a severe reduction in che strength of the soil which may create local shear Seasonal swelling and shri of clay soll affects the perimerer of the first, then spreads to the interior, The swelling process Da pee pda i oron the weather ude where the land is flat, Swelling gradually reaches the i from unde footings sending to create subsidence of the part of the structure under which it occurs, Brickwork walls wall resist the stress created by this removal of poppet by Setting Dee So s until the bricks or the mortar bedding fail masonry has tesistance. Evidence of failure varies according to circumstances and sympeoms may include: * Seep cracking in the mortar beds in the body of the wall or sbore/below openings such as doors ot windows. * Vertical ing, in the bricks (usually but nor necessarily in line with the vertical beds or perpends). po pany Loy hata a ea pr rnponcps "sae sometimes rattling ornamenss etc. Seasonal foundation soll due w rainy periods first lifts the mest extremities of system, then the remainder of the seers 3 seer Siicrunkovest to lift internal swelling firs sends to create a dish effect, because the foonings are pushed higher than the internal ones the floor car be there visible: Seago he por age tea es As the moisnure completes its journey vo the innermost areas of the the internal footings will rise. If the spread of meisture is roughly even, it may be thar the will spontly teappees, ber ic a mare eter don be uneven. a difference rather in In with timber by bearers Doming and dishing are also affected by weather in ocher ways, In Movement caused by tree fn rooes will exert an preeure on footings, whereas iat ts detiag Nocmees twee of shrub roots will vend to remove support from footings by inducing shrinkage. caused by the structure itself ing where it can. It will attempt to ded foundat pet Jn the event of construction settlement, cracking will usually remain unchanged after the process of settlement has ceased. cracking will usually continue to develop wewil the origi cuts bas buen wovetied, or ell dhe ssbeidonce neutralised the affected portion of | and the structure has stabilised on other footings thar remain In the case of coer ee cee dani return to its original position: i a however it is more likely that the rotational effect will mot be exactly reversed, and it is also uswal that brickwork will sectle im its y r the problem. This means always the case, ree ofcneke hockeeed teen aaa eager oe seriously. Upheaval caused by
Page 14
Sern sodteopet hans kao nd he maf cases, it is internally visible cracking that should be the main focus of attention, however there are a few examples of dwellings whose external leaf of masoary preroens oto be checked i there any dawbe. In any cate, externally vxble is imp: asa guide to on the structure and it should also be remembered chat the external walls must be ling, themselves, ity * Corroded guttering or downpipes can spill water to ground. . positively connected to a proper stormveater Seach spun AL Oaser a coacenidnn or shal ws yal des ilmenite Scant alpen chai —— bu posed meee masonry walls is a cosmetic ‘sand ky mero ele he below is a reproduction of AS 2870. AS 2870 also publishes sal ee oes coe Lyis abe thie be Prevention/Cure Plumbing ‘Where building mavement is caused by water service, luenbieeg, pebenypapraen dant wo epee Auriga a Ic is prudent, however, Serene in the case of upheaval. It should be noted, however, that where the building where possible, Seefapepe. vd ed buildings are Lay say rings ae 6 sale coset Ig il mde ater bai of brickwork and ly walls are the 2 Bae opond an vanes ee supporting structure for the bai Tn this case, the subth masonry walls can be expected to as Full brickwork walls. = eee ay situated directly under the thar are ii wo charge went ere pera rbeTa A bilding fs the wath the ecole dat wie Set the tap suay ener dn barked tonnah trench that houses the sewer piping, If the erench has been poorly see ti ln ig sa Sapa ink ne Os eminel wal ine backfilled, the water will cher pond or flow along the bottom of walls, depending on i ‘eam: tennbhes uneall footings Gaines hupenln thoes s tenal ween thar the As these ro the me | Water Service ond Drainage ‘Where a waver service pipe, a sewer or sormwater drainage isin the vicinity of a building, a water leak can cause erosion, or leakage and trench flows also encourage tree and shruby Seen te nisearune caquams uaoeeneey a roof result in volumes of | Watheco nak ss 5 large rainwater being 9 cence ORES fom ine ene RS ee paners blocked with can be at a similar depth, it is not hard to see any water that is thus directed into a trench ean casily affect the foundation's ability to support footings or even gain entry to the subfloor area. Ground drainage In all soils there is the capacity for water to travel on the surface and below it, Surface water flows can be esablished by inspection during. and after heavy or produnged rain. If necessary, a grated drain syseem Se Oa ete ee ee y when Sous igeolen Sar coring ke ciel soca Conlon coon pape tee ee ner ‘This subject ix referred to in BTF 19 may properly be regarded as an area for an expert consultant. Protection of the building ee a a eo shrubs and trees causes sone sacks wae cies sre pcblomst For this reason, particularly where problems exist or are eo icra: le tocnbeasendld tan Un spvoe Of patieg be locale aed around as much of the building perimeter as necessary. This paving CLASSIFICATION OF DAMAGE WITH REFERENCE TO WALLS of and crack width Description of typical damage and required repair naoniee Damage Hairline cracks <0,1 mm o Fine cracks which do not need repair <i mm 1 Cracks noticeable but easily filled. Doors and windows stick slightly <5 mm 2 enero ant Peary ene eee 5+15 mm (or a number of cracks 3 to be replaced. Lm 3 mm of more in one group) Wearhenightness often: Extensive work breaking-out and replacing sections of walls, 15-25 mm but also depend 4 setae ‘Window and door frames distort. Walls lean on number of cracks or bulge noticeably, some lox of bearing in beams. Service pipes disrupted
Page 15
‘Shrubs
2
x for
from house
_—. Drained
Carport Pathway
Path: |
a
mulch
should extend outwards a minimum of 900 men (move in highly
reactive soil) and should have a minimum fall away from the
building of 1:60. The finished paving should be no less than 100
mm brick went bases.
te is to relocate drainage away from this paving, if
a mene Le ban ines this i not
, earthenware pipes should be replaced by I'VC and
should be of the same soil type as the surrounding soil
and compacted to the same density.
Except in areas where freezing of waser is an issue, ic is wise to
temove caps in che building area and relocate them well away from
the building ~ preferably not uphill from it (see BT'F 19).
It may be desirable to install a grated drain at the outside edge of rhe
paving on che uphill side of the building. If subsoil drainage
needed this can be installed under the surface drain.
Condensation
In buildings with a subfloor void sach as where bearers and joists
support floor: ventilation creates ideal conditions for
condensation,
floor and the ground.
Warming: Although this Balding Technology Ble deals with
cracking im buildings, it should be said chat subfloor moi
SS hinid«ubiaa:
© Water that is transmitted ineo masonry, mesal or timber building
elements causes damage and/or decay to those clements.
* High subfloor humidity and moisture content create an ideal
environment for various pests, including termises and spiders.
© Where high moisture levels are transmitted to the flooring and
walls, an increase in the dust mite count can ensue within the
living areas. Dust mives, as well as dam in general, can be a
Where isolared footings rise and Fall because of swell/shrink effect.
the homeowner may be tempted co alicviate floor bounce by filling
This BTF was prepored by John Lewer FAIB, MIAMA, Partner,
Construction Diagnosis.
The informabon in the and other Issues in the series wus decwed fon vancUS Sources and mas beleved to ba conmet when puttisned.
‘The information Is actor fim provided In good faith and not claimed to be a exhaustive
Further professions! advice oaeds to be ottmred belove hing ary acton based on the
Ovstibuted by
CSIRO PUBLISHING PO Box 1139, Collingwood 3066, Australia
Freecall 1800 645 05! Tel (09) 9662 7664 Fax {03} 9662 7555 www:publish csivo.ow
‘Email: putdaring saies@coro au
© CSIRO 2003. Unauthonsed copying of this Bulging Technology Me « prohibited
Page 16
Ground Drill Pty Ltd PH - 0407035220
ATF The Bennett Family Trust W - www.grounddrill.com.au
ABN - 15204820396 E - [email protected]
QBCC Lic – 15034580 Cedar Pocket QLD 4570
Effluent Disposal Report
Job No: 22/237
Date: 22/06/22
Client: Sarah Waller Architecture
Site Address: 178 Davis Road, Cootharaba
Proposed Structure: Proposed Residence & Shed
Information Provided by the Client: Site Plan & Survey
Local Authority: Noosa Shire Council
Page 17
Introduction
The purpose of this report is to evaluate and design a suitable on-site treatment system and disposal
area in accordance with AS 1547 – 2012, the Queensland Plumbing and Wastewater Code, the
Plumbing and Drainage Act, The Environmental Protection Act & Local Authority requirements.
The report relates exclusively to the above site and the proposed and or existing buildings shown on
the plan only. All measurements and levels shown are as accurate as possible with the information
provided these are to be used for locating the onsite effluent disposal system only.
Site Description
Weather Conditions Fine
Slope 20%
Slope Stability N/a
Vegetation Grassed
Fill Nil
Flooding Nil
Watercourses Nil nearby
Site exposure Sun & wind
Salinity Nil
Surface condition Nil cracks, seepage or compaction
Boulders & Rock outcrops Boulders uphill
Will water from uphill traverse the area Yes, diversion mound to prevent
Water table Nil
Soil Category (AS1547-2012 Table M1)
Borehole 0-0.5m 0.5-1.0m
BH5-BH7 Cat 4 Cat 5
Clay Loams Light Clays
Weakly Structured Moderately Structured
0.12-0.5m/d 0.06-0.12m/d
Recommended Design Irrigation Rate
Test Result 0.15
Recommended Design Irrigation Rate 3.5mm/day
Adopted Rate 3/mm/day
Calculations
Bedrooms 4
Persons 6
DIR (mm/day) 3
Litres per person per day (Tank supply) 120
Calculations 6x120=720 /3= 240
Disposal Area Required 240m2 Sub- Surface Irrigation
Page 18
Risk Assessment
Risk Risk Mitigation
Surface Runoff Diversion mound
Human Contact Signs and mound to identify area. Apply by
setbacks
Overloading of system and LAA Use correct DIR, flow allowances and
maximum occupancy
Performance Solution
• The design has considered site and soil conditions and has also been discussed with the
landowner.
• Irrigation area has been designed using correct DIR.
• Control valves may be needed to adjust the flow and pressure.
• All pipework and materials used are to be new, meet relevant standards and be fit for use.
• Category 4 soils or better will assist in even distribution of treated effluent.
Page 19
Recommendations
Treatment
An approved Advanced Secondary ASTP is to be installed.
(System must be approved by QLD Depart of Housing & Public Works)
• Installer to ensure tank position does not damage to existing or proposed structures and does
not cause audible disturbance to nearby residences once final site plan and earthworks are
known. (Tank position on plan is indicative, final positioning to be nominated by installer)
• The tank must be installed and anchored, if necessary, to prevent flotation.
Installer to confirm sufficient fall is available to the treatment plant prior to installation once
the floor height is known.
• Top of treatment plant shall be at least 150mm above any flood levels that are present.
• A filter must be installed in between treatment plant and irrigation area
• Pump must have sufficient power to pressurise the irrigation area, controls valves may be
necessary on the irrigation lines to restrict flow to prevent sprays misting or drifting outside
the designated land application area.
• Two signs are to be erected stating “Effluent Water, Avoid Contact, Do not drink”
• Flexible joints should be used from the treatment to the proposed/existing structure where
the site is “H1” or higher.
Irrigation Area
A 240sqm Sub-Surface area. Consisting of pressure compensating dripper line buried
approximately 150mm deep and spaced 800-1000mm apart. (see plan)
• All pipework and fittings used must meet relevant Australian Standards be buried, withstand
150% of pump shut-off-head and be fit for use.
• The supply line from the treatment plant to the irrigation area shall be buried 25-32mm
purple line poly within a 200mm layer sand bed to prevent damage.
• The area is to be installed in a way that creates no pooling or runoff.
• The installer is to install non return valves if necessary to evenly distribute effluent and
prevent back to the treatment plant.
• A reserve area equal to the above area is available.
Diversion and Vegetation Requirements
• The area is to have a shallow diversion mound uphill of the area to divert surface water
around the area.
• Existing grass is to be utilised, area to be turfed if existing grass does not provide sufficient
cover post installation.
• All Storm water from the residence and uphill slopes is to be diverted away from the area.
Page 20
Setbacks
The below minimum setbacks must be complied with when installing the system. Greater
setbacks may be stipulated on the plan due to site and soil conditions.
(Advanced Secondary)
Subsurface
10M from a watercourse, dam, table drain, bore etc.
4M from a dwelling or habitable building or recreation area.
2M from a boundary/driveway if it slopes away or is level with that boundary/driveway.
4M from boundary/driveway if it slopes towards that boundary/driveway
6M from an inground water tank
6M from pool edge.
Maintenance, usage, and installation notes
The installer, builder and homeowner should families themselves with the below.
• Scrape all dishes to remove fats, grease, etc. before washing
• Don't use a garbage grinder
• Use biodegradable soaps
• Use a low-phosphorus detergent, don't use powerful bleaches
• Don't put sanitary napkins and other hygiene products into the system
• Spray or irrigation areas should have access restricted
• Divert surface water away from land application area
• No vehicles or stock should be allowed on trenches, beds or irrigation area.
• Deep rooting trees or shrubs should not be grown over absorption trenches or pipes
• Vegetable gardens and/or fruit trees should not be planted within or near area, where there
is a possibility of airborne spray coming into contact with the plant.
• Structures should not be constructed near areas that encourage people to congregate.
• Play areas and equipment should be well away from areas where there is no possibility of
spray coming into contact with humans.
• Treatment plants and septic tanks are to be desludged every 3-5 years.
• If any part of this design is unclear, please call before buying products or installing.
• This report must be approved by the local authority and appropriate permits issued before
any works can be undertaken.
• Installer is to contact local council prior to burying the system for a site inspection and
certification.
• Follow the manufacturer's instructions, relevant codes, standards and guidelines for
installation, servicing, maintaining and cleaning the system and irrigation
area/trenches/beds.
• The Treatment Plant is to be placed on an approved service schedule
Page 21
Limitations of Report & Notes
This report is based on information gathered from the field investigation and information
provided by the client if any. Ground Drill should be notified immediately if ground
conditions are found to differ from this report.
Unless otherwise stated this report does not address the following issues;
• Mining Subsidence.
• Slope Stability (If the site is in a known slip area or is steep, it is recommended that a
Geotechnical Engineer be engaged to conduct a Slope Stability assessment).
• Deep soft or settling soils
• Soil Contamination, hazardous materials and or acid sulphate.
• Any slopes, dimensions, levels, site features or plans in this report are approximate only
show approximate testing locations.
• Flood levels (It is the client’s responsibility to inform us of any flood levels on the
allotment).
• If water is found in the boreholes this depth may vary greatly over time. This report does not
address the influence any natural springs may have on the structure.
• It is the client’s responsibility to inform us of any nearby underground services that have
been or will be installed near the proposed area.
• Earthworks could affect the design.
• If any fill is placed on the allotment post investigation this could change the design.
• Surface water is to be diverted away from the area.
• This investigation undertaken consisted of the occluded boreholes/test pits, given the size of
the site it is possible that a problem could have been missed. eg. Filled dam/gully, soft soils,
fill, springs, boulders, rock etc. We cannot give a definitive assurance that none of these
problems exist on the site unless we did a greater number of boreholes which would be
uneconomical and impractical.
• Ground Drill will not be liable for any Council Inspection, submission or reviewing fees due
to changes in report or plan requested by client or Council.
• No allowance has been made for spa baths
Authorised Signatory
Matthew Bennett
on behalf of Ground Drill Pty Ltd
QBCC Lic # 15034580
Page 22
Soil Profiles
BH 5 Soil Description BH 6 Soil Description BH 7 Soil Description
0 SILTY SAND (SM) – Fine to 0 SILTY SAND (SM) – Fine to 0 SILTY SAND (SM) – Fine to
medium, dark grey, dry, loose. medium, dark grey, dry, loose. medium, dark grey, dry, loose.
100 100 100
200 200 200
300 300 300
400 400 400
500 SANDY CLAY (CI) – Medium 500 SANDY CLAY (CI) – Medium 500 SANDY CLAY (CI) – Medium
plasticity, pale grey, fine to medium plasticity, pale grey, fine to medium plasticity, pale grey, fine to medium
sand, moist, firm. sand, moist, firm. sand, moist, firm.
600 600 600
700 700 700
800 SANDY CLAY (CH) – High 800 SANDY CLAY (CH) – High 800 SANDY CLAY (CH) – High
plasticity, pale grey mottled orange, plasticity, pale grey mottled orange, plasticity, pale grey mottled orange,
fine to medium sand, moist, stiff. fine to medium sand, moist, stiff. fine to medium sand, moist, stiff.
900 900 900
1000 Hand Auger Refusal. 1000 Hand Auger Refusal. 1000 Hand Auger Refusal.
1100 1100 1100
1200 1200 1200
1300 1300 1300
1400 1400 1400
1500 1500 1500
Page 23
Sub-Surface Irrigation Diagram
Pressure
compensating
dripper lines
20m
Air Relief Valve
12m
Flush out valve
Sub-Surface layout Ground Drill Pty Ltd
See site plan for location. Sunshine Coast, QLD.
NTS QBCC # 150 345 80 C:\Users\Ground Drill Desktop\Documents\Advertising\print\logo.jpg
E: [email protected]
W: www.grounddrill.com.au
P: 0407 035 220
Page 24
Notes
Levels shown are
approximate and are sourced
from local council mapping N
or information provided by
the client. These levels are
93m
solely to demonstrate the
functionality of the system.
Actual floor height is to be
Proposed Sub-Surface
10m
confirmed with the builder
Irrigation Area - 240sqm
prior to installation.
(20 x 12m)
All pipe work from the
(Approx RL 68)
structure to the proposed
system should be covered
and adequately vented and BH7
PT3 Slope 20% BH6
be vermin/insect proof. Reserve Area
PT2
All work carried out should
meet relevant
codes/standards and be done
by an appropriately qualified
and licensed person. BH5
Proposed system should be PT1
constructed in a way to 10-30m
maximize evapotranspiration 22 Trees
m
and minimize potential
pooling and runoff.
If plans were not available at
the time of investigation TP3 Slope 27%
further reporting and design
work may be needed prior to
council submission and
installation. 10-30m
Care is to be taken not to Trees TP2 Slope 27%
compact,smear or damage
the soil structure during 10-30m
Slope 12-16%
Ridgline Trees
installation (This can lead to
TP4 TP1
premature failure).
If structures have been built
since our initial investigation
(Including neighboring
structures) please contact us
to confirm this will not 10-30m
adversely effect the design. Trees
Final landscaping and
installation should discourage
and limit causal pedestrian
access.(By way of plantings,
border, mounds, visual and
or physical deterrents)
The owner should obtain
knowledge on how to use
and maintain the proposed
system. Most of this is Proposed Shed Proposed Advanced Proposed Residence
available from your chosen (Approx RL 65) Secondary ASTP (Approx RL 81)
supplier/installer. (Approx RL 68)
This report must be
approved by the local council
prior to any work
commencing.
The effluent disposal
report must be
accompanied by a Site
Classification Report. If
the Site Classification is
H1,H2, E or P an
articulation joint will need
to be designed by a
person licensed to do so.
Client- Sarah Waller Architecture
Site - 178 Davis Road, Cootharaba
Ground Drill Pty Ltd
Date - 22/06/2
Abbreviations Sunshine Coast, QLD.
Job# - 22/237
BH : Borehole DCP : Dynamic Cone Penetrometer QBCC # 150 345 80
Scale - 1 : 900 @ A4 (Site features are approximate-Do not scale)
PT : Percolation Test HD : Heavy Droplet Lilac Sprinkler E: [email protected]
TV : Turf Valve RWT : Rain Water Tank W: www.grounddrill.com.au
P: 0407 035 220