07/0616 - Response to Information Request [As Published] · 132007.616

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item 2:

Comment:

Item 3:

Comment:

item 4:

Comment:

item 5:

Comment:

Item 6:

It is understood that this correspondence was discussed with Manager Land Use,
and it was agreed that the proposed basement configuration could be supported.

Please provide information with regard to the use of the vacant areas in the basement
level.

Due to the proximity of the site to the beach, the owner of the site submits the non-car
portion of the basement level will be utilised for the storage of bicycles, scooters,
surfboards, jet-skis, surf-skis etc.

Please provide a roof plan or plans with dimensions so that side boundary setbacks can
clearly be ascertained and to demonstrate compliance with Probable Solution 8 of the
Noosa Heads Locality Code.

The Upper and Lower Floor Proposal Plans submitted to Noosa Council detail the side and
rear boundary setbacks. In this regard, the following setbacks are confirmed:

Rear. Lower Level 7.4 metres
Upper Level 6 metres
Side (north): Lower Level 1.5 metres
Upper Level 4.5 metres (to balcony)
4.5 metres (to building line)
Side (south): — Lower Level 4.4 metres
Upper Level 2.0 metres (to balcony)
4.4 metres (to building line)

A Roof Plan is included as Attachment 1.

Council calculates that site cover is 45%. Please provide amended plans to demonstrate
compliance with Specific Outcome 10 of the Noosa Heads Locality Code and/or an overlay
demonstrating how site cover was calculated.

A sketch plan detailing the area of the proposed development included in the Site Cover
calculation is included as Attachment 1.

Demonstrate how vehicles can access each carspace in a forward gear, reverse out and
exit the site in a forward gear in a total of three movements. The vehicle dimensions, aisle
widths and required manoeuvring areas are to be in accordance with AS/NZS
2890.1:2004, It is noted that the planning report refers to a “vehicle turntable’ whilst no
turntable is indicated on the drawings.

Please confirm that the aisle widths and vehicle manoeuvring paths detailed on the
proposal plans is in accordance with the Australian Standards. Martoo Consulting is able
to correct the reference to a vehicle turntable.

Please indicate on the plans the location, size and type of any trees or services in the
Altunga Heights road reserve in the proximity of the proposed access driveway.

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Comment:

Item 7:

“Comment:

item 8:

Comment:

ftem 9:

Comment:

The proposal plans detail the location of significant vegetation within proximity to the
access driveway. These plans also detail the proposed removal or retention of each
species. Photographs and details of the existing vegetation are provided below.

 

African Tulip in foreground and Pandanus, Two Bribie Island Pines in foreground
Umbrella Trees, Golden Cane & Bribie
Island Pine in background

As can be seen in these photographs, the vegetation located within the road reserve has
been heavily pruned due the overhead powerlines.

It is noted that in order to construct the proposed basement carparking area that substantial
excavation works are required and that the proposed basement carparking area and
access driveway will be constructed adjacent to the northem and southern property
boundaries. Please provide detail on the proposed methods to be used to construct the
basement and stabilise the adjoining buildings, structures, land and Council services.

The amended Site Plan included as Attachment 1 details that the proposed. basements
have been ‘pulled back’ from the side boundaries. SCG Consulting Engineers have
prepared a report based upon these amended plans. This report details the proposed
methods to be used to construct the basements and stabilise the adjoining buildings,
structures, land and Council services. A copy is included as Attachment 2.

Please provide comment from a suitably qualified RPEQ with regard to the proposed
construction/stabilised methods.

The report included as Attachment 2 has been prepared by a suitably qualified RPEQ.

It is noted that the proposed works will alter the natural overland flow of stormwater through
the subject site. Please provide a preliminary stormwater disposal design for the site. The
preliminary design should include the measures to be undertaken to address the overland
flow of stormwater from the upstream properties the location of the rainwater tanks, the run-
off from the access driveway and carparking area and the connection point to Council's
existing drainage system on Attunga Heights.

The report included as Attachment 2 provides a preliminary stormwater disposal design
for the site.

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The supply of this additional information completes the applicant's response to Council's above request for
additional information in relation to this development application.

It is requested that Noosa Council completes its assessment of the above application as soon as possible
now that the decision making period has commenced under the Integrated Planning Act 1997.

*

Yours sincerely

Hannah Blue

Senior Planner
Martoo Consulting Pty Ltd

Cc. Agenti Architects

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Attachments

 

Attachment 1 — Amended Proposal Plans

 

 

Page 6

 

 

’ | PROPOSED DUPLEX
8 ATTUNGA HEIGHTS
NOOSA HEADS Q 4567

G. RADULOVIC

AGENTI ARCHITECTS P/L
2/20 NAIRANA REST
NOOSA HEADS Q 4567
PH: 5447 2989

MOB: 0412 379 557

SCALE: 1.100. 1

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Page 12

13 July, 2007
fo EAU a Koma Cen Ea 5) ,
Eien nSTEE Nan SCG Reference: 17177(S)

 

Martoo Consulting
PO Box 1684
Noosa Heads Q 4567

SOIL TEST & FOOTING REPORT: 8 Attunga Heights, Noosa Heads

1.0 INTRODUCTION:

This company has performed a site classification in accordance with AS 2870-1996 and
made recommendations based upon the classification for a building to be constructed
at the above site. This report does not include an assessment of Slope Stability,
Landslide Risk, or specifications for damp proofing, termite protection, moisture
barriers, tie down, bracing or structural member sizing.

This report relates only to the above property and proposed construction as described

 

    
  

 

 

 

 

 

  
   

 

 

 

 

 

below:
“ Proposed Construction: Residential Units
External Walls Block

Timber/Block

Slab on Ground
Concrete
Building Platform Cut Fill Pad
.. Blockwork Articufation,® Required @ 8 m centres

 

This report must be read and considered as a whole. All of our recommendations,
foundation sections and appendices must be read, considered and followed by all
people involved in this project to ensure adequate long term performance of the footing
system and the structure it supports. If you aré unsure of any of the requirements -
herein, you must seek clarification from this office.

2.0 SITE CLASSIFICATION:

After considering the results of our field investigation performed on 26/06/2007 we have
classified this site as:

Class P/S

PORTA U ALT)

Oe ari k ED

e [email protected]

po box 1661 noosa heads q. 4567
SENN) Cesena ial Est Taa ese ice

STRUCTURAL * CIVIL * GEOTECHNICAL

DAL ECE DEC Ecc)

 

Page 13

The classification has been calculated from test work performed on the soil profile encountered on the
day of our fieldwork and consideration of AS2870-1996. The 'P’ classification relates to the loose sands
encountered in the upper profile of our test sites. Any disturbance of the soil profile, may result in a
change to the classification. The attached design, has allowed for the influence of the earthworks
described in section 5.0 below.

Any disturbance of the soil profile, may result in a change to the classification. The attached design, has
allowed for the influence of the earthworks described in section 5.0 below.

3.0 SITE DESCRIPTION:
The construction area has a gradient in the order of 8%.
Vegetation on the construction area (and nearby surrounds) consists of grasses and scattered trees.

The existing surface drainage is good and sub-surface drainage is good.

4.0 FINDINGS: .
The soil profiles encountered are shown on the attached log sections.
No water table was encountered during our testing program.

The sandy soils encountered are susceptible to collapse when unconfined. This may effect excavations
and result in additional earthworks and increased concrete volumes. For further information please refer
to the attached critical line diagram.

The samples classified on site were assessed as having low to negligible plasticity, therefore laboratory
testing was considered unnecessary.

For buildings within the scope of AS 2870-1996, safe bearing 100KPa is available at 300mm into the
NATURAL MEDIUM DENSE SANDS. This strata is shown shaded on the attached logs

5.0 SITE PREPARATION DETAILS:

We recommend scraping this site free of all organic material and debris, then cutting and filling the
construction area to form a level pad. The fill should be clean material from the cut, laid out in 150mm
(maximum) layers and tracked rolled with the excavator (six passes in each direction) and extended out
2.0m (minimum) from the building footprint. Cut batters of 1 to 2 (vertical to horizontal) and fill batters of 4
to 3 will be stable providing all fill is compacted as above and exposed banks are protected against
erosion. The earthworks must incorporate surface spoon drains at the base and on the high side of the
cut. Both drains must have an efficient outflow downslope and clear of the dwelling.

Where a retaining wall is required, a cut batter of 1 to 2 (vertical to horizontal) in the sand profile taken
from the base of the proposed wall should be excavated. These earthworks must incorporate shallow
surface spoon drains at the base and along the high side of the cut. Drains must have an efficient outflow
down-siope and clear of the construction area. The exposed face should also be protected against the
potential for stormwater erosion. Should these recommendations be un-achievable the builder should
seek guidance from this office on temporary shoring, benching or other suitable techniques.

Areas where existing structures or trees are removed shall be backfilled with engineer approved fill
material compacted in accordance with AS2870-1996, or alternative measures to be provided by the
engineer.

Any loose or soft material uncovered in the site preparation shall be removed and replaced with approved

fill material compacted in accordance with AS2870-1996, or alternative measures to be provided by the
engineer.

SCG CONSULTING ENGINEERS 2 SCG Ref: 17177(S)

Page 14

Site drainage during construction is important. Stormwater run-off should be diverted away from any
foundation excavations and not be able to pond within 5.0m of the building footprint. Temporary spoon
drains or other practical methods should be used.

Where site drainage and landscaping does not conform to the specifications of AS 2870-1996 and CSIRO
Information Service Sheet BTF 18 (2003) significant damage to the building can be expected. A single
copy of this document is issued with the original issue of this report. Please consult your builder or
contact this office to obtain a copy.

6.0 FOOTING AND SLAB SPECIFICATIONS:
Footing Detaits:

All footings must be founded a minimum of 300mm into NATURAL MEDIUM DENSE SANDS (shaded on
the attached log sections). Dimensions and reinforcement requirements are detailed in the following
footing plan and cross-sections.

Drilled Piers Supporting the Footings:

Where the NATURAL MEDIUM DENSE SANDS is deep or to be covered by fill the footings can be
supported on concrete filled drilled piers founded into the NATURAL MEDIUM DENSE SANDS. The
depth of these piers should be determined by a specialist contractor.

Steel Screw Piers:

Alternatively steel screw piers can be used to support the loads nominated in the structural plans. The
piers are to be designed and installed by a specialist contractor. The contractor must satisfy themselves
with the soils information contained herein to achieve the loads nominated ‘on the structural plans.
Further testing may be required and is beyond the scope of this report.

Drilled Piers Supporting the Slab: .

Slab piers are required where there is more than 300mm of uncontrolled fill beneath the slab. They are to
be founded at a minimum of 300mm into the NATURAL MEDIUM DENSE SANDS. Special attention
must be paid to the extra thickening and reinforcement required over each pier as detailed in the attached
plan and details.

Where unexcavatable rock is encountered at depths shallower the founding level the piers shall be
augered a minimum of 100mm into un-weathered or un-disturbed rock.

Where drilled piers supporting columns or posts are not poured with the slab they must be connected to
the slab in the following manner:

¢ 4x N12 bars must be anchored 500mm into the drilled pier and be bent 300mm horizontally into the
footing or slab as required.

« Where a column penetrates a beam or footing 3x N12 bars must be bent around the column to lap the
trench mesh by 500mm both sides.

Steel Screw Piers:
Alternatively steel screw piers can be used to support the loads nominated in the structural plans. The
piers are to be designed and installed by a specialist contractor. The contractor must satisfy themselves

with the soils information contained herein to achieve the loads nominated on the structural plans.
Further testing may be required and is beyond the scope of this report.

SCG CONSULTING ENGINEERS 3 SCG Ref: 17177(S)

Page 15

Floor Slab Details:

We recommend reinforcing the ground floor slab as shown with SL82 slab fabric and the thickenings as
specified.

Where the foundation level of these thickenings is below prepared pad level, it may be advantageous to
excavate them at the same time as the perimeter footing.

Where the beams intersect the perimeter footing or blockbase, their base must be graded down to the
footing base level, 3 x N12 bars must be cogged into the footing, extended up the core filled wall and
lapped 500 with the beams trench mesh. Refer to the attached details.

A levelling layer under the floor slab is to comprise of granular material compacted in 150mm layers.
Either well graded sand or crusher dust can be used.

An approved polyethylene damp proof membrane of 0.2mm (min.) thickness is to be placed over the
levelling layer. Laps are to be a minimum of 200mm and be taped. All service penetrations and punctures
are to be fully taped. The membrane is to be extended down the inside face of the perimeter footings.

Where rock is encountered within the slab area and encroaches within the slab depth it should be
excavated to a level which enables placement of a 100mm (min.) layer of granular material under the
slab.

Notes:
All building dimensions are to be obtained from the approved plans. The builder must ensure that the final
pier placement meets all the requirements of this report (both written specifications and cross-sections).

Ail excavations must be totally free of all loose material and debris before pouring. They must be cleaned
out so that the concrete is poured onto undisturbed ground. Tamping and/or watering loose material is
not acceptable.

We strongly recommend footing excavations be inspected by a qualified person with appropriate
experience to confirm the founding material and level is as nominated herein.

Similarly all preparations should be inspected prior to the pouring of concrete by a qualified
person with appropriate experience to confirm that the workmanship and construction conforms
with the details and recommendations contained herein.

Tiled Areas:

In areas where ceramic floor tiles or brittle coverings alike are required we recommend increasing the
size of the slab mesh by one grade. Use flexible adhesives when affixing tiles and delay the laying for as
long as possible (at least 3 months, preferably 6 months) after the slab is poured.

Reinforcement:
Reinforcement is to comply with the following :

a) Concrete cover around the reinforcement must be 40mm to unprotected ground, 40mm to external
exposure, 30mm to the membrane in contact with the ground, and 20mm to the internal surface. The
slab_fabric_ shall be placed towards the top of the slab within the zone defined by these limits. We
recommend 30mm top cover.

b) Slab fabric must be lapped by one full panel of fabric so that the two outermost transverse wires of one
sheet overlap two outermost transverse wires of the sheet being lapped. Slab fabric is to be supported on
bar chairs placed at 800mm ctrs.

¢) Trench mesh must have all cross wires cut flush with the outer main wires. Trench mesh in slab and

edge beams must be overlapped by the width of the fabric at “T” & “L” intersections. Trench mesh must
be spliced, where necessary, by a lap of 500mm.

SCG CONSULTING ENGINEERS 4 SCG Ref: 17177(S)

Page 16

d) Pre-Fabricated footing cages or reinforcing bars at “T” & “L” intersections are to have a Y12 corner
lapping bar top and bottom and lapped 500mm with adjacent bars.

e) The minimum lap length of reinforcing bar is to be 500mm or 25 bar diameters, whichever greater.

7.0 ARTICULATION REQUIREMENTS:

The specifications in this report have been specifically formulated for articulated masonry construction.
This usually results lower construction costs. All masonry walls must have full height articulation at a
maximum spacing of 8 meters. The articulation joint must separate the masonry from footing to eaves
level at this spacing. Masonry must be supported on each side of the joint in an approved manner to
retain its structural integrity.

Where used, internal masonry wails should be articulated in accordance with the masonry manufacturers
requirements for the width and type of unit used. In no instance should the spacing exceed 4.0m and
articulation should always be provided at an abutment with an externa! wall.

{f articulation of masonry is found to be unacceptable, the footing system will require re-designing.

In addition to joints in masonry, articulation is achieved wherever a 10mm (min) separation in masonry
from footings to eaves is achieved. For example, where timber panels are used above and / or below
doors and windows.

Where it is necessary to construct construction joints to meet the articulation requirements, they can be
placed in places of limited visibility. For example behind downpipes. Internal masonry walls should be
articulated where they abut the perimeter walls. .

The designer of the building must also ensure that articulation is established:
1. Adjacent to a change in floor level which exceeds 400 mm.

2. If any proposed extension abuts any existing structure, full height articulation must be established
where the new masonry joins the old.

3. Where a masonry wall transgresses from one footing type to another - e.g. from a perimeter
footing to a continuous footing.

. If the building has any masonry arches we must be contacted for further advice.

Methods of articulation are well documented in “Technical Note 61° by the Cement & Concrete
Association.

8.0 LIMITATIONS:

Field Testing Limitations The soil profiles reported in our Log Section should be representative of
the soil conditions over this site. In some cases soil conditions may change dramatically over short
distances, therefore exploration programs may not locate all variations. If site excavations reveal soil
conditions that are different from those shown in the attached log sections we must be immediately
notified. Changes to the site classification and/or footing design may be necessary.

Previous Excavations The recommendations contained in this report have not taken into consideration
the long term effects of any previous, current or potential subsurface excavation mining or potential slope
instability problems. If a slope stability assessment is required for this allotment we can arrange for this to
be done, but that type of report is beyond the scope of our commission and fees in this report.

Client Supplied Information In writing this report we have considered all the information supplied to us
by the client. Should the client or his agent have omitted to supply us with relevant information our report
may be irrelevant and / or inappropriate. We do not take responsibility for the consequences in such
cases and we will make an additional! charge if as a result, more testing or re-writing of the report is
necessary.

SCG CONSULTING ENGINEERS 5 SCG Ref: 17177(S)

Page 17

Gerieral Recommendations for Builders/Owners:

Underground Services Where structures are built over uncontrolled fill, services will need to be
supported so that settlement of this fill does not cause them damage or cause incorrect alignment.

Plumbing Arrange plumbing fixtures so that the slab and beam penetrations are kept to a minimum
and where necessary sleeved to allow for movement with 40mm thick closed cell polythene or similar
material. Where the penetration is within 150mm of the base of a beam or footing, the depth of this
footing element should be deepened by approximately twice the diameter of the penetration. All plumbing
and drainage must comply with the requirements of the National Plumbing and Drainage Code.

Drainage The ground surrounding the building site must be graded and drained so that water is
shed away from the house area in all directions. Particular attention should be given to all drainage and
plumbing trenches so that they do not introduce water to the foundation soil, and destabilise the footings.
Correct drainage is an essential part of our recommendations and design. If the site is not prepared
correctly, excessive soil moisture may accumulate in some areas, which may lead to wall and/or floor
movements. Roof water should be diverted away for the building as soon as the roof is installed. Where
building delays occur, temporary downpipes may be necessary.

Bracing for Wind Forces Unless noted, we do not detail slab thickenings or pad footings to
conform to wind bracing. Where a bracing wall is to be bolted to a slab, 40mm bottom concrete cover
attained for a radius of 150mm is required around the bolts unless noted by other consultants.

Inspections:

We require 24 hours notice if you require engineers site inspections. Inspections can be booked between
8.30am and 4.30pm Monday to Friday by telephoning 07 5447 5544.

Site Classification: The site classification is calculated in accordance with the “AS2870-1996 Residential
slabs and footings-Construction” and relates to the estimation of Ys, “The characteristic surface
movement’ within reactive soil profiles. The limits used for this classification are as follows;

 

 

 

 

 

 

 

[Predicted Surface Movement | Class ]
Ys = <=20mm Ss Slight
Ys = >20- 40mm M Moderate
Ys = >40- 70mm H High
Ys => 70mm E Extreme
Problem sites P Problem

 

 

 

 

Foundation Maintenance and Owners Responsibilities

Trees and dense shrubs must be kept well away from the building. In all types of soil conditions, if an
automatic watering system irrigates within 2.5 meters of a footing, instability problems may occur, Water
should not be allowed to pond on the ground near the building.

Definitions:

Controlled Fill - Man placed soil which has sufficient bearing to support a structure according to AS
2870-1996. Fill certified at Level 1 according to AS 3798 is controlled fill.

Partially Controlled — Man placed soil which appears to have been compacted under controlled
conditions, but as the time of preparing this report, no compaction certificate suitable for compliance to
Level 1 of AS 3798-1996 had been presented.

Uncontrolled_Fill_= Man_placed_soil_(overlying_the_natural_soils)_which_is_not_adequate to support a
normally loaded footing or floor slab.

 

Unexcavatable Rock — Strong material including shaley materia! and strongly cemented sand or gravel
that does not soften in water or collapse under the combination of loading and wetting. Material that
cannot readily be excavated by a backhoe may be taken to be rock.

Excavatable Rock — A rock-like material which does not shrink or swell with changes in soi! moisture, but
is readily excavatable with a conventional backhoe.

SCG CONSULTING ENGINEERS 6 SCG Ref: 17177(S)

Page 18

Load Bearing Wall — \n our design work a load bearing wall is defined as any wail imposing on the
footing a service load greater than 10kN/m. A load bearing wall will normally be supported by a slab
thickening or footing in our slab designs.

Natural (Strata) — Refers to soil that is neither fill or imported material but one that is in its original
undisturbed state and position.

Gravel — Coarse soil particles, larger than sand size, but less than 60mm in diameter.
Cobblies - Rocks greater than 60mm in diameter but less than 600mm in diameter.
Boulders ~ Rocks larger than 600mm in diameter. :

NOTE : The information contained herein has been compiled following our field and laboratory
testing, accepted engineering theory and discussions with, and information supplied by our
client, whom is noted at the head of this report. We offer no warranty for the use of this report by
ies without prior written consent from this office.

   

for dnd on behalf
SCG CONSULTING ENGINEERS

 

SCG CONSULTING ENGINEERS 7 SCG Ref: 17177(S)

Page 19

SCG CONSULTING ENGINEERS LOG SECTIONS Ref No.17177

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

   

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Depth TEST SITE No 1 P_| Depth TEST SITE No2 P
100 Silty Sand SM 1 100 Silty Sand SM

200 Fine Grained , Pale Grey 1 200 Fine Grained , Pale Grey 1
300 Roots , Moist , Loose. 1 300 Roots , Moist , Loose.

400 1 400

500 1 500

600 | 1 600 | 1
700 Silty Sand SM 1 700 Silty Sand SM

800 Fine Grained , Pale Grey 4 800 Fine Grained , Pale Grey

900 {White) , Moist , Loose. 4 900 (White) , Moist , Loose. 1
1000 1 1000

1100 1 1100 1
1200 1 1200 1
1300 1 1300 4
1400 1 1400 4
1500 1 1600 Becoming Med Dense. 4
1600 2 1600 End Hand Auger 1
4700 2 | 1700 : se rar 1
1800 2 | 1800 2
1900 2 | 1900 2
2000 2 | 2000 3
2100 3 {| 2100 3
2200 3 {| 2200 3
2300 3 {| 2300 3
2400 3_|_ 2400 3
2500 3_| 2500 3
2600 2600

2700 2700

2800 2800

2900 2900

3000 3000

3100 3100

 

 

 

 

 

 

  

 

 

E = =— Se
Depth = mm below ground level.
P = blows per 100mm penetration with an approved 9kg penetrometer.

Notation such as (SP) refers to the soil description to Table A1 AS1726 ‘Guide to the description
identification and classification of soils’.

Solid lines represent sharp interface between different soil types. Dotted lines represent
gradation form one soil type to another.

Abbreviations used

UTP - unable to penetrate, Bec. - becoming, N.S.L. Natural Surface Level, Med. ~ medium, MW
- Moderately weathered

EW - extremely weathered, Piast. - Plasticity

| No recovery means unable to-extract-sampies- from-the-base-of the-bere-hole-because-the-soil_
will not bind in the auger head.

The colour of the’soil is often abbreviated, for example Gy = grey Or = orange.
(Ls=7.7%) Indicates sample location and Linear Shrinkage result.
The footings must be dug into or supported on piers dug into the shaded material.

 

 

 

 

SCG CONSULTING ENGINEERS 8 SCG Ref: 17177(S)}

 

Page 20

 

Revision | Description Date

 

 

 

 

 

 

 

 

Property Boundary

 

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5 3
’ é a
> wo
% Existing 5
= House Site =
a nd
| BH 1
SITE PLAN
Site Drainage Good. (Property Boundaries are diagramatic only)
DEBUT 7A
Vegetation SCG CONSULTING | ENGINEERS
Grasses structural - civil - geotechnical
ABN 40 098 481 899
BH 2 :
& Borehole location. 18 DUKE STREET SUNSHINE BEACH QLD.4567
Ph (07) 5447 5544 Fax (07) 5447 2634
aa
J-72% Slope / Title SITE PLAN
measured as a percentage gradient from
high ground to tow ground. Project 8 Attunga Heights
8 Noosa Heads
DO NOT DIMENSION OFF THIS DIAGRAM. 4 pac. wune 2007 pigno 1777-8"
g

 

 

 

 

Page 21

DRAWING SIZE - A3
NORTH

aa —- ne

>
a
<x
S
=
3
ao
Qa.
a

LEGEND

INDICATES APPROXIMATE
EXCAVATION DEPTHS

300Sq PIPE JUNCTION BOX,
PRE-CAST CONCRETE.

SPRAYED RC FACING TO

SOIL RETENTION VIA
CONTIGUOUS CONCRETE PILED
RETAINING WALL BY

EXCAVATED FACE TO DETAIL SPECIALIST CONTRACTOR

 

CUTOFF DRAIN

RP BOUNDARY

INDICATES APPROXIMATE
EXCAVATION DEPTHS

*3.20m _|

PROPOSED BUILDING FOOTPRINT

RP BOUNDARY

SOIL RETENTION VIA
CONTIGUOUS CONCRETE PILED
RETAINING WALL BY
SPECIALIST CONTRACTOR

SITE _PLAN

SCALE 1:200

TYPICAL SECTION ~ CUT OFF DRAIN

RP BOUNDARY

EDGE OF ROAD

ATTUNGA HEIGHTS

SPRAYED 25MPo CONCRETE
FACING SL72 MESH MIDDLE

Ercavated| Level

Description

 

 

 

 

CONSTRU NOTES

GENERAL:

1. Do not scale from this drawing.

2. All dimensions in millimetres

3. Setting out dimensions are to be obtoined from the architectural drawings.

4. Any idiscreponcies between these drowing ond the architectural drawings are to be
referred to the engineer immediately.

5. The buider i is responsible for locating all existing services within and adjacent the
allotment and sholl ensure that all new works are in accordance with the attached
critical ;depth line diagram.

FOOTPATHS AND DRIVEWAYS:

1. Existing footpaths to be sow cut prior to removal

2. Crossings are not designed for commercial vehicles

3. Concrete driveway to be 125mm thk. excluding ony finished treatments, eg.
stomping

4. Concrete surface tolerance +5,0mm over 3.0m

5. Concrete N25 in accordance with AS 1379 and AS 3600

6. Reinforcement fabric to AS 1304, placed central slab depth.

7. Expansion pints to be 10mm wide wet tooled with every 2nd mesh wire cut along
joint. |

8. One laccess point permitted for each allotment.

9. For curved driveways, maximum grades apply to inside edge of curve

10. All Korvces to be located and protected as required prior to work commencing
FILLING NOTES:

The site is to be scraped clear of all organic material and debris.

— The subgrade i is to be proof rolled with o vibrating steel drum roller to achieve a
minimum relative field density of 95% The compaction is to be sufficient to achieve
a blow'count of 7 blows per 300mm with an approved Perth Sand Penetrometer for
0 depth of 1.0m below excavated level. Copies of compaction test results shall be
presented to SCG Consulting Engineers for approval,

- Upon the written approval of the subgrade preperations by SCG Consulting
Engineers

the allotment is to be filled to the specified levels.

= The fill material clean granular material (ie. sand to a clayey sand in accordance
with ASI726) be free of any organic material and have o clay content of less than
12% (Plasticity Index less than 25%, Linear shrinkage of 15%). The proposed moterial
is to be inspected by SCG Consulting Engineers prior to its removal to ensure its
compatability.

~ The fill is to be placed and compacted in accordance with AS3798-1996 to a _
level sufficient to achieve o Level 1 certification with a minimum relative field density
of 95% Copies of compaction test results shall be presented to SCG Consulting
Engineers for approval.

- Filing and compacting adjacent exisiting structures is to be in strict accordance
with the associoted details and specifcations.

- Areds where existing structures or trees ore removed shall be backfilled with the
approved fill material compacted in accordance with AS2870-1996 to achieve a
minimum relotive field density of 95%

- Anylloose or soft material uncovered in the site preparation shall be removed ond
replaced with the approved fill material compacted in accordance with AS2870-1996
to achieve a minimum relative field density of 95%

- Site| drainage and silt protection measures must be istalled prior to construction
commencing.

SOG sien Sa “paieteaa

ABN 40 098 481 899

 

{3 DUKE STREET SUNSHINE BEACH QLD.4567
ic (07) 5447 5544 Fax (07) 5447 2634

 

(Title: SITE PLAN.

 

Project 8 Attunga Heights
Noosa Heads

 

[bate: June 2007 Drg No. 17177-ST1