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Commercial site investigation data and classification report
Attached to the e-mail Ind Bus Type 2, Reconfigure a Lot (Access Easements) & Op Works (Comm site investigation report, Vehicle access & Stormwater Mgmt) - MCU18/0120, RAL18/0013 & OPW18/0197 .msg.
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COMMERCIAL SITE INVESTIGATION DATA AND
CLASSIFICATION REPORT
Client: HR Design Consulting Engineers
Job No: 12186
Site Address: Lot 5 Taylor Court, Cooroy
Council: Noosa Shire
Field Work By: BAC/MH
Date of Field Work: 11/06/18
Reported By: BAC
Report Date: 18/06/18
Guided by AS1726 AS2870-2011
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
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Full text of sections 2 to 15 (of 30)
Section 2
PROPOSED NEW BUILDING INVESTIGATION
1. Introduction
CSI Soil Testing was commissioned by HR Design Group Consulting Engineers to conduct a
Geotechnical investigation to determine the indicative sub-surface foundation conditions of the
proposed building site. A site classification in accordance with AS 2870 has been conducted, although
it must noted that this standard may not apply to a non-residential building, in which case Design for a
Commercial (non-domestic) site should be carried out by Engineering Principles.
This report should be read in full and kept together at all times.
2. Site conditions:
The area is well grassed. The general area slopes at approximately 3% in an undulating area. The
design engineer should be aware of the presence of trees on or near the site and that they may have
an effect on the performance of the footings/slab, whilst in place and after removal. The design
engineer should take all considerations and satisfy themselves in this regard.
3. Field Work:
Boreholes with continuous flight augers (BH)
Dynamic Cone Penetrometer (DCP)
Pocket penetrometer (PP)
Sampling
Site observations
4. Soil Assessment and Groundwater:
The bore logs of the site indicate that the soil profile consists of a SILTY/SANDY CLAY FILL over CLAY
FILL over CLAY. No groundwater was found during the time of the investigation.
The design engineer should be aware of possible unusual moisture conditions caused by open
stormwater channel behind the rear boundary and that this may have an effect on the performance of
the footings/slab. The design engineer should take all considerations and satisfy themselves in this
regard.
5. Laboratory Testing:
Samples were taken on site at the time of drilling of the sub-surface clay strata. U50 tubes were used to
obtain an undisturbed sample. This is used to gain a pocket penetrometer reading estimating Allowable
Bearing Capacity (qa) and for Shrink/Swell testing to determine an estimated reactivity (Iss) of the clay
which in turn assists in determining the predicted surface movement of the soils due to seasonal
moisture changes. It must be noted that a sample is a very small snapshot of the whole site volume.
Soil conditions can change rapidly over a very short distance, both vertically and horizontally, and with
variations caused by time and developments. Results are therefore used a guide in determining the
whole foundation conditions of the site. Other factors used may be local knowledge, nearby
investigations, reports of other reputable geotech companies and the visual and tactile observations on
site at the time of investigation.
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 3
6. Site Classification:
Based on the field investigation carried out on the above address, and in accordance with AS2870-
2011,
This site has been classified as Class “P”, due to
• Layers of uncontrolled clay fill > 400mm.
• Layers of soil with an indicative bearing capacity of 50 - 100 kpa.
Based on the information attained by the site investigation, the indicative potential surface movement of
the site would be that of an “H1” Classification 40mm < Ys <= 60mm, due to the presence of highly
reactive clays in the soil profile.
• The construction should be founded into a strata bearing capacity that is greater or equal to 100
kpa with no underlying soft layers, or to an allowable bearing capacity as specified by a qualified
structural engineer.
Although it must noted that this standard may not apply to a non-residential building, in which case
Design for a Commercial (non-domestic) site should be carried out by Engineering Principles.
7. Allowable Bearing Capacity (qa) :
Based on the results from the Dynamic Cone Penetrometer (DCP) and the Pocket Penetrometer (PP)
an Allowable Bearing Capacity of (100 kpa) is achievable. The structural engineer should relate the
requirements of the structure to the borelog information provided.
(*The estimate of bearing capacity determined by DCP results can be based on a paper delivered by M.J Stockwell BE,
C.ENG, MICE, “Determination of allowable bearing pressure under small structures” Journal of New Zealand Institution of
Engineers (Vol32, No. 6: 15 June 1977)).
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 4
8. Limitations
Investigation of the site is limited due to economic and time constraints. A soil investigation should
always be used as a guide only, to give a general indication of sub surface strata, its approximate
surface movement and its capacity to bear the proposed construction for the site. The design engineer
should relate this report to the specific needs of the construction proposed for this site and if further
information is required, should treat this report as preliminary and request a more in depth investigation.
Classification is based on site information as at the time of investigation. If after excavation of the site
footings, the soil profile is significantly different to that indicated on the attached borelogs, or if the
building is situated in a different location as that marked on the site sketch or if any material change has
occurred to the site, this classification report will become void. This office is to be notified of such
occurrences, so as a new investigation can be carried out (further charges will apply).
This report is a site classification and does not constitute a Geotechnical Engineers assessment, if the
structural engineer deems it necessary for a full assessment to be done, a specialist Geo-technical
engineer will need to be consulted. This report does not constitute a slope stability assessment, if the
local authority deem it necessary for a slope stability assessment to be done, a specialist Geo-technical
engineer will need to be consulted.
During and after construction, site drainage must direct all surface, subsurface and roof water away
from any construction and toward stormwater run-off areas. It is the owners responsibility to ensure
stable moisture conditions around the structure at all times. Guidance can be found in the CSIRO
information sheet ‘Guide to Home Owners on Foundation Maintenance and Footing Performance’ or
the QBCC booklet ‘Guide to Preventing Structural Damage to your Home’.
It must be noted that a borehole and sample is a very small snapshot of the whole site volume. Soil
conditions can change rapidly over a very short distance, both vertically and horizontally, and with
variations caused by time and developments. Results are therefore used as a guide in determining the
whole foundation conditions of the site. Other factors used may be local knowledge, nearby
investigations, reports of other reputable geotech companies and the visual and tactile observations on
site at the time of investigation. Even so, actual conditions may vary considerably from those described
in this report.
This report does not constitute a mine shaft subsidence assessment. If the local authority deem it
necessary, application to the Department of Mines and Energy is necessary for a specific site report. A
specialist Geo-technical engineer will need to be consulted if there are any issues.
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 5
9. Field Investigation Data
DCP Test
1 Depth
(BH) Borehole No.1 Comments
(m)
2 0.1 0.0 Silty CLAY (CH), high plasticity fines, dark brown, trace fine to medium sand, Sample U50
4 0.2 wet, firm 0.3 – 0.45 m
2 0.3 PP 320 kpa
2 0.4
0.05 CLAY (CH), high plasticity fines, red brown mottled pale grey and orange
2 0.5
3 0.6 brown, moist, stiff, DPP 250 kpa
3 0.7
2 0.8 0.8 CLAY (CH), high plasticity fines, yellow brown mottled red brown, moist, very
8 0.9 stiff, DPP 300 kpa
11 1.0
8 1.1 1.3 CLAY (CH), high plasticity fines, orange brown/red brown mottled pale grey
7 1.2 and yellow brown, with silt fines, moist, very stiff, DPP 350 kpa
6 1.3
5 1.4
4 1.5 4.0 Terminated
5 1.6
4 1.7
6 1.8
6 1.9
8 2.0
9 2.1
7 2.2
9 2.3
10 2.4
2.5
2.6
2.7
2.8
2.9
3.0
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
3.9
4.0
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
5.0
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
5.9
6.0
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 6
Field Investigation Data
DCP Test
2 Depth
(BH) Borehole No.2 Comments
(m)
2 0.1
2 0.2 0.0 Sandy CLAY (CH), high plasticity fines, dark grey brown, fine to coarse sand, PSD Sample
2 0.3 very moist, firm (FILL) 0.5 – 0.8 m
2 0.4
2 0.5 0.2 CLAY (CH), high plasticity fines, yellow brown mottled brown and red brown,
2 0.6 trace fine to coarse sand, trace fine gravel, very moist, stiff (FILL) DPP 150 kpa Dist Sample
3 0.7
2 0.8
0.5 - 0.7 m
0.4 CLAY (CH), high plasticity fines, red brown mottled pale grey, trace fine to
2 0.9
2 1.0 coarse sand, very moist, stiff (FILL) DPP 120 kpa
2 1.1
5 1.2 2.1 CLAY (CH), high plasticity fines, dark yellow brown, moist, stiff
5 1.3
4 1.4 2.4 CLAY (CH), high plasticity fines, yellow brown, trace fine to medium sand, very
4 1.5 moist, stiff, DPP 130 kpa
4 1.6
4 1.7
3.0 CLAY (CH), high plasticity fines, orange brown/red brown mottled pale grey
5 1.8
3 1.9 and yellow brown, with silt fines, moist, stiff, DPP 160 kpa
3 2.0
4 2.1 4.0 Terminated
9 2.2
7 2.3
5 2.4
2.5
2.6
2.7
2.8
2.9
3.0
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
3.9
4.0
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
5.0
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
5.9
6.0
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 7
Field Investigation Data
DCP Test
3 Depth
(BH) Borehole No.3 Comments
(m)
1 0.1 0.0 Sandy CLAY (CI), medium plasticity fines, dark grey brown, fine to coarse
2 0.2 sand, wet, soft (FILL)
3 0.3
2 0.4
0.1 CLAY (CH), high plasticity fines, red brown mottled pale grey and yellow
3 0.5
4 0.6 brown, very moist, stiff (FILL) DPP 180 kpa
4 0.7
4 0.8 2.8 CLAY (CH), high plasticity fines, dark brown, trace fine to medium sand, very
4 0.9 moist, stiff, DPP 120 kpa
4 1.0
3 1.1 3.2 CLAY (CH), high plasticity fines, brown, trace fine to medium sand, very moist,
3 1.2 stiff, DPP 160 kpa
1 1.3
5 1.4
3 1.5 4.0 Terminated
5 1.6
7 1.7
9 1.8
17 1.9
20+ 2.0
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
3.0
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
3.9
4.0
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
5.0
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
5.9
6.0
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 8
Field Investigation Data
DCP Test
4 Depth
(BH) Borehole No.4 Comments
(m)
4 0.1 0.0 Silty CLAY (CH), high plasticity fines, dark brown, with fine to coarse sand, PSD Sample
2 0.2 very moist to wet, firm
4 0.3
0.5 – 0.7 m
4 0.4
0.2 CLAY (CH), high plasticity fines, pale grey and red brown, moist, very stiff,
4 0.5
DPP 300 kpa Dist Sample
4 0.6
4 0.7 0.5 – 0.7 m
5 0.8 3.3 Terminated
6 0.9
6 1.0
5 1.1
8 1.2
8 1.3
8 1.4
1.5
1.6
1.7
1.8
1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
3.0
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
3.9
4.0
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
5.0
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
5.9
6.0
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
[OCR of page images]
CSI ‘sou TESTING
What are you Building on ?
Field Investigation Data
0.9
WHDONMNHOAAAAARANA
°
N
Banana nnn
SCOMNDDAWNAO
21
3.3 Terminated
DCP Te
$ Depth (BH) Borehole No.4 Comments
(m)
0.1 0.0 Silty CLAY (CH), high plasticity fines, dark brown, with fine to coarse sand, PSD Sample
os very moist to wet, firm 0.5-0.7m
oa 0.2 CLAY (CH), high plasticity fines, pale grey and red brown, moist, very stiff, ,
06 DPP 300 kpa Dist Sample
0.5-0.7m
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/| atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected]
www.csisoiltesting.com.au
Section 9
Field Investigation Data
DCP Test
5 Depth
(BH) Borehole No.5 Comments
(m)
1 0.1 0.0 Sandy CLAY (CH), high plasticity fines, dark grey brown, fine to coarse sand,
2 0.2 very moist to wet, soft (FILL)
2 0.3
1 0.4
0.2 CLAY (CH), high plasticity fines, red brown and pale grey, with silt fines, very
2 0.5
3 0.6 moist, stiff (FILL) DPP 180 kpa
3 0.7
3 0.8 0.8 CLAY (CH), high plasticity fines, orange brown mottled pale grey and red
6 0.9 brown, with silt fines, moist, very stiff becoming stiff (FILL) DPP 300 kpa becoming
10 1.0 140 kpa
5 1.1
5 1.2 2.5 CLAY (CH), high plasticity fines, brown, with silt fines, trace fine to coarse
4 1.3
sand, very moist, stiff, DPP 140 kpa
4 1.4
3 1.5
3 1.6 2.9 Silty CLAY (CH), high plasticity fines, light grey mottled light yellow brown and
4 1.7 red brown, very moist, stiff, DPP 120 kpa
4 1.8
5 1.9 3.4 CLAY (CH), high plasticity fines, red brown mottled pale grey, with silt fines,
8 2.0 moist, very stiff
7 2.1
5 2.2
4.0 Terminated
6 2.3
8 2.4
2.5
2.6
2.7
2.8
2.9
3.0
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
3.9
4.0
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
5.0
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
5.9
6.0
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 10
Field Investigation Data
DCP Test
6 Depth
(BH) Borehole No.6 Comments
(m)
1 0.1 0.0 Sandy CLAY (CH), high plasticity fines, dark brown, fine to coarse sand, wet, Sample U50
2 0.2 soft (FILL)
4 0.3
0.3 – 0.4 m
3 0.4 PP 370 kpa
0.1 CLAY (CH), high plasticity fines, orange brown mottled pale grey and red
4 0.5
3 0.6 brown, moist, stiff, DPP 180 kpa (FILL)
3 0.7
2 0.8 0.6 CLAY (CH), high plasticity fines, brown/dark yellow brown, trace fine to coarse
3 0.9 sand, moist, stiff (FILL)
3 1.0
2 1.1 1.0 CLAY (CH), high plasticity fines, pale grey mottled yellow brown and red
2 1.2 brown, with silt fines, moist, stiff, DPP 160 kpa (FILL)
2 1.3
2 1.4
3 1.5 1.6 CLAY (CH), high plasticity fines, orange brown, trace fine to coarse sand, very
3 1.6 moist, stiff, DPP 140 kpa (FILL)
5 1.7
6 1.8 3.5 Silty CLAY (CH), high plasticity fines, dark brown, trace fine to coarse sand,
4 1.9 very moist, stiff, DPP 100 kpa
5 2.0
5 2.1 3.8 Silty CLAY (CH), high plasticity fines, yellow brown, trace fine to coarse sand,
9 2.2
very moist, stiff, DPP 120 kpa
8 2.3
10 2.4
2.5 4.5 Terminated
2.6
2.7
2.8
2.9
3.0
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
3.9
4.0
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
5.0
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
5.9
6.0
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 11
Field Investigation Data
DCP Test
7 Depth
(BH) Borehole No.7 Comments
(m)
2 0.1 0.0 Silty CLAY (CH), high plasticity fines, dark brown, with fine to coarse sand, CBR Sample
3 0.2 trace fine to coarse gravel, very moist, firm (FILL)
4 0.3
0.5 – 0.75 m
5 0.4
0.2 CLAY (CH), high plasticity fines, red brown mottled pale grey, very moist, stiff
5 0.5 Emerson
5 0.6 (FILL)
6 0.7
Sample
6 0.8 0.6 CLAY (CH), high plasticity fines, grey brown, very moist, stiff 0.6 – 0.7 m
6 0.9
5 1.0 0.8 CLAY (CH), high plasticity fines, yellow brown, trace fine to coarse sand, very
5 1.1 moist, stiff
4 1.2
5 1.3
1.1 CLAY (CH), high plasticity fines, orange brown mottled red brown and light
4 1.4
1.5 grey, moist, stiff
1.6
1.7 1.5 Terminated
1.8
1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
3.0
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
3.9
4.0
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
5.0
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
5.9
6.0
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 12
Field Investigation Data
DCP Test
8 Depth
(BH) Borehole No.8 Comments
(m)
2 0.1 0.0 Silty CLAY (CH), high plasticity fines, dark brown, trace fine to coarse sand, CBR Sample
2 0.2 very moist, firm
4 0.3
0.5 – 0.75 m
4 0.4
0.1 CLAY (CH), high plasticity fines, pale grey and red brown, with silt fines, moist,
4 0.5
stiff becoming very stiff Emerson
5 0.6
5 0.7
Sample
5 0.8 1.5 Terminated 0.5 – 0.6 m
8 0.9
8 1.0
8 1.1
9 1.2
10 1.3
14 1.4
1.5
1.6
1.7
1.8
1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
3.0
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
3.9
4.0
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
5.0
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
5.9
6.0
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 13
10. Field Diagram.
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/l atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
[OCR of page images]
CSI ‘sou TESTING
What are you Building on ?
10. Field Diagram.
CSI: 12186Lot5TaylorCourtCooroy
Creabian p/I atf....abn 17108178312 ....PO Box 1128, BUDDINA Q 4575
1300 762 240, 0418 708 636 / 07 5493 5966. [email protected] www.csisoiltesting.com.au
Section 14
121
1
.47
12
2
0.0
7
2.8
3
1.8m Chain mesh fence 0° 02' 45" SET BACK 11
1 12 12 12 12 12 12 12 12 12 9.4 12
1
50
50
11221 21 2. 2. 2. 2. 2. 2. 2. 2. 2. 2.
.
0. 3 .63 26 24 35 138.787 85
12
023 47 58 56 73 83 48
122 119.22
0.0
12119
2
PROPOSED 2. .2
Rock s
EMT C
TENANCY 27G.F TENANCY 28G.F TENANCY 29G.F TENANCY 30G.F TENANCY 31G.F TENANCY 34G.F TENANCY 36G.F TENANCY 37G.F TENANCY 38G.F SET BACK 55 6
SP197517
G.F : 111.1 m2 G.F : 110.2 m2 G.F : 110.2 m2 G.F : 110.2 m2 G.F : 108.8 m2
INDUSTRIAL C TENANCY 33G.F G.F : 110.0 m2 G.F : 110.2 m2
122 G.F : 107.4 m2 G.F : 110.2 m2 G.F : 110.2 m2
TENANCY 39G.F
FFL 121,400 FFL 121,400 FFL 121,400 FFL 121,400 FFL 121,400 FFL 121,400 FFL 121,400 FFL 121,400 FFL 121,400 FFL 121,400
tack w
TENANCY 32G.F TENANCY 35G.F G.F : 111.1 m2
all
G.F : 110.2 m2 G.F : 110.2 m2
LAND
FFL 121,400
USIL 119.26
DSIL 119.22
S
FFL 121,400 FFL 121,400
Sewer Manhole
C
121
A
Change of grade
16.737
12 12 12
0. 0. 12 1. 12 12
73 96 1.
BH2
1.
DC2
40 12
Back of layback kerb
Surface Level RL118.52
90° 08' 35"
12
BH1
DC1
12 04 61 1. 1. 12
0. 73
PING
0. 69 85 2.
62 33
122.23
LANDSCAPING
53
55
56
SCALE
0 1 2 3 4 5
41
42
43
44
45
46
57
58
59
50
51
52
47
48
49
38
12
60
11120 12 12 0. 12
11
8. .1 12 0. 0.2 32 2.
8. 97 01 0. 29 6 12 17
T r u s t
87
20 20 1
.0
8
12EMT I SP197517
2.
3%
Fall
07
5 12
2.
12
0 SP197517 12 06
0°
4
DRIVEWAY
3
12 12
119
1. 12
BH8
DC8
12 1. 67 1.
19 8' 4
11 1. 27 12 93
11 9. 12 01 1.
11 86 12 1. 94
.81 0"
11 9. 02
9. 9.87 74 12 0.
87 12 0. 80
11
40
12 56
9 0.
0.
27
31
1111 .30 02
32
33
34
35
36
11
.89
37
7.8.
9489
7.8
6
39
TENANCY 20G.F TENANCY 21G.F TENANCY 22G.F TENANCY 23G.F TENANCY 24G.F TENANCY 25G.F 12
30
12 1
G.F : 110.4 m2 G.F : 109.4 m2 G.F : 109.4 m2 G.F : 109.9 m2 G.F : 110.0 m2 G.F : 109.4 m2
TENANCY 26G.F 1. 21 1.
FFL 120,950 FFL 120,950 FFL 120,950 FFL 120,950 FFL 120,950 FFL 120,950 74 .6 69
G.F : 111.0 m2 7
USIL 118.89
DSIL 118.88
FFL 120,950
118 Sewer Manhole
PROPOSED
29
Q u a s a r
BH4
DC4
Rock s
INDUSTRIAL B
Surface Level RL121.74
12
tac
0 12
E
12 1.
N
0. 53
I
12
RPD
k wall
12 12
L
51 1.
AREA
LOT 05 ON SP 197517
0. 1. 37
K
83 22
LUNCH
12
12 PARISH OF Section 15
Mooloolah
C
LAND
0.
S
0. COUNTY OF Canning
28 65 A
SITE AREA: 10540 m2
C
1111 TB 12
11
7.8.2 TENANCY 12G.F TENANCY 13G.F TENANCY 14G.F TENANCY 15G.F TENANCY 16G.F TENANCY 17G.F TENANCY 18G.F TENANCY 19G.F 1. FOOTPRINT: 5342 m2
3
2
SE
6.
14 7 45
G.F : 97.9 m2 G.F : 97.1 m2 11 G.F : 97.1 m2 G.F : 97.1 m2 G.F : 149.6 m2 G.F : 149.6 m2 G.F : 97.1 m2 G.F : 97.9 m2 SITE COVERAGE = 50.6%
85
5
12
FFL 120,950 FFL 120,950
9. FFL 120,950 FFL 120,950 FFL 120,950 FFL 120,950 FFL 120,950 FFL 120,950 LOCAL AUTHORITY = NSC
SP197517
93 6.M 1.
10
A T F
1.8
27 LANDSCAPING =15.2%
7°
APING
11
m
3
3%
PARKING REQ. 51
Fall
9. 6,0
.
Ch
0
62
ACHIEVED 60
11 00
BH3
DC3
0
ain
9.
8
11 11 119 35 4,7
'
7
9. .1
me
9. 18
6
11
sh
22 33 6
1
8. 12
1. REF. PROJECT URBAN FOR
fen
31 19
e
LANDSCAPING DETAIL SURVEY INFORMATION
1
c 2
119
EMT G
11
Chang
12
SP197517
4°
L t d
116.4 12 0.
eo
11
Y
12 0. 61
5" 6.25
7.8
1
84 9. 0. 44
11 90 27 12
8
0.
f grad
0
9.
1117
90
e
55 SHEET INDEX - WORKING DRAWINGS A1 COM
O
11
7
9.
26 Wa
35 Sheet No. Sheet Name Rev Description Date
LA
BH5
DC5
12
1 COVER
R
0.
TENANCY 07G.F TENANCY 08G.F TENANCY 09G.F TENANCY 10G.F 70
11 SP197517
TENANCY 06G.F
59 ' 00 ter plo
25
G.F : 66.4 m2 G.F : 77.2 m2 G.F : 76.8 m2 2 Site Plan
G.F : 98.4 m2 G.F : 97.2 m2 12
26
27
28
FFL 120,500 FFL 120,500 FFL 120,500 FFL 120,500 3 Parking Plan
0.
FFL 120,500
.50 " tted f
12
O
12
Ba
44 0.
NDSCA
4 Preliminary Floor Plans A
TURING BAY
ck
19
0.8
rom
20
P t y
81
CONTAINER
LAYDOWN
0
of
5 Preliminary Floor Plans A
DB
lay
YD
O
6 Elevations
12 TENANCY 11G.F2
77.8 m
ba
PING
0. G.F :
an
11
7 Preliminary Floor Plans B
ck
Te
9. 22FFL 120,500
ds
lst
11 118 06
ke
11 . 8 Preliminary Floor Plans B
urf
ra
11
C
rb
11 8. 9.02 90 12
9 Preliminary Floor Plans B
0.
ace
96
5.6
plo
7. 1 11 63
3
21
361
7 10 Preliminary Floor Plans B
tte
9.
fea
1
24
.7
23
116.07
7 91
df
tur
11 Elevations
11 12 20
12
11
es
PROPOSED 0. .52
rom
9.
12 Elevations
9. 50
0.6
10
2
43
are estimated
The text continues on section 16.