Weier Group geotech · MCU17/0523

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PO Box 171 Wamuran Qld 4512

: 296 Old North Road, Wamuran Qld 4512
AGNER Phone: 07 5496 6715
Mobile: 0438 924 637

Fax: 07 5496 6717
Email: [email protected]
ABN: 49 416 679 791 Web: www.wagnersoiltesting.com.au

Definitions

Definitions to help you understand your report

Table 2.1
GENERAL DEFINITIONS OF SITE CLASSES

 

Class Foundation

A . Most sand and rock sites with little or no ground movement from
moisture changes
Slightly reactive clay sites with only slight ground movement from
moisture changes
Moderately reactive clay or silt sites, which can experience moderate
ground movement from moisture changes
Highly reactive clay sites, which can experience high ground movement
from moisture changes
Extremely reactive sites, which can experience extreme ground
movement from moisture changes
Ato P Filled sites

P Sites which include soft soils, such as soft clay or silt or loose sands;
landslip; mine subsidence; collapsing soils; soils subject to erosion;
reactive sites subject to abnormal moisture conditions or sites which
cannot be classified otherwise

 

 

 

 

x; S| w

 

 

 

 

 

 

 

Table 2.3
CLASSIFICATION BY CHARACTERISTIC SURFACE MOVEMENT

 

Surface Movement Primary classification of site
Ys < 20 mm Slightly reactive (S)
20 mm < Ys < 40 mm Moderately reactive (M)
40 mm < Ys < 60 mm Highly reactive (H1)
60mm <Ys <75mm Highly reactive (H2)
Ys > 75 mm Extremely reactive (E)

 

 

 

 

 

 

 

 

 

Characteristic surface movement (Ys) is the vertical movement range expected during the life of the house
from a reasonable estimate of dry conditions to a similar estimate of wet conditions and does not take into
account the moderating effect of the footing system. The Standard nominates 50 years as the ‘life’ of the

house and ‘reasonable’ as the level that could be expected for 19 houses out of every 20.

The effects of trees, poor site drainage, leaking plumbing and exceptional moisture-induced movements as
outlined in Clause 1.3.3 of AS2870 are not taken into account in the calculation of Ys.

The purpose of site investigation is to provide sufficient information to enable a site classification to be
made, and to include information on the presence and depth of fill material, natural soil profile, and soil
reactivity where required.

Class A, S, M, H an E sites shall have adequate allowable bearing pressure. The allowable bearing
pressure at a foundation level shall be not less than 100 kPa for strip and pad footings, and under the
edge footing of footing slabs used without tie bars between the edge footing and slab. The allowable
bearing pressure at foundation level shall be not less than 50 kPa under all beams and slab panels and
support thickenings for slab construction.

CONSTRUCTION MATERIALS TESTING

Page 3

PO Box 171 Wamuran Qld 4512
296 Old North Road, Wamuran Qld 4512

AGNER Phone: 07 5496 6715

Mobile: 0438 924 637

Rs Fax: 07 5496 6717

Email: [email protected]
ABN: 49 416 679 791 Web: www.wagnersoiltesting.com.au

ENGINEERING LOG

 

 

 

 

Client: Weier Group Job No: J17/01
Project: Site Investigation Date Drilled: 2/03/17
Location: 26/512 David Low Way, Castaways Beach Qld Bore Size: 100mm @
Driller: LW : Drill Type: IH [Ute]
Logged By: LW Fluid: N/A
Depth | Soil Description/Classification Moisture Consistency | Samples DCP
(m) | Location: Borehole 1 Condition | Rel. Density | Type &No_ | Blows
0.0- | Sand [SP], Grey, Fine —- Medium Moist Very Loose

0.4m_ | Grained Sand, Some Fine — Medium
Organics. FILL

0.4-— | Sand [SP], Grey Pale Grey, Fine — Moist Very Loose
1.3m | Medium Grained Sand.

1.3- | Sand [SP], Pale Grey, Fine - Medium Dry Loose
2.5m | Grained Sand.

Note: Borehole [email protected]
(Not Refusal)

N22 0 Be aan nn ro 2 a=

 

 

 

 

 

 

 

 

All classifications as per “Guide to the Description Identification and Classification Of Soils” Table A1, AS1726
[1993].

W29/3 18/10/16

CONSTRUCTION MATERIALS TESTING

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PO Box 171 Wamuran Qld 4512
296 Old North Road, Wamuran Qld 4512

AER Phone: 07 5496 6715

Mobile: 0438 924 637

RSs Fax: 07 5496 6717

Email: [email protected]
ABN: 49 416 679 791 Web: www.wagnersoiltesting.com.au

ENGINEERING LOG

 

 

 

 

1.9m | Grained Sand.

Client: Weier Group Job No: J17/01
Project: Site Investigation Date Drilled: 2/03/17
Location: 26/512 David Low Way, Castaways Beach Qld Bore Size: 100mm @
Driller: LW Drill Type: IH [Ute]
Logged By: LW Fluid: N/A
Depth | Soil Description/Classification Moisture Consistency | Samples DCP
(m) | Location: Borehole 2 Condition | Rel. Density | Type &No_ | Blows
0.0-— | Sand [SP], Grey Dark Grey, Fine — Moist Loose 1
0.3m _ | Medium Grained Sand, Fine — 1
Medium Organics. FILL 1
1
0.3-— | Sand [SP], Grey Pale Grey, Fine — Moist Loose 1
0.9m | Medium Grained Sand. 1
1
0.9-— | Sand [SP], Pale Grey, Fine — Medium Moist Loose Sample for 1
1.2m | Grained Sand. Lab Analysis 2
1
1.2— | Sand [SP], Pale Grey, Fine - Medium Dry Loose 2
2
2
2

1.9-— | Sand [SP], Pale Grey, Fine - Medium | Dry - Moist Loose
2.5m | Grained Sand.

Note: Borehole [email protected]
(Not Refusal)

 

 

 

 

 

 

 

 

All classifications as per “Guide to the Description Identification and Classification Of Soils” Table A1, AS1726
[1993].

W29/3 18/10/16

CONSTRUCTION MATERIALS TESTING

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CAGNER
ES

ABN: 49 416 679 791

PO Box 171 Wamuran Qld 4512

296 Old North Road, Wamuran Qld 4512
Phone: 07 5496 6715

Mobile: 0438 924 637

Fax: 07 5496 6717

Email: [email protected]
Web: www.wagnersoiltesting.com.au

 

 

 

 

 

 

 

 

 

 

 

 

Client Weier Group Project 26/512 David Low Way Castaways Beach
Qld
Job No | J17/01 Date 2/03/17
Stormwater
13m
ab
15° BH1<” 6m
BH2 12°
‘ > 4b
5m wy
we 7.5m
Boundary
Access Street
David Low Way
Remarks:
e Dirt Block with Moderate — Steep Slope
e Bush Land Behind Block

 

 

15-03-03

CONSTRUCTION MATERIALS

Sketch Not To Scale
W13/1

TESTING

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PO Box 171 Wamuran Qld 4512

296 Old North Road, Wamuran Qld 4512

AGNER Phone: 07 5496 6715
Mobile: 0438 924 637

RS Fax: 07 5496 6717

Email: [email protected]
ABN: 49 416 679 791 Web: www.wagnersoiltesting.com.au

 

 

 

 

TYPICAL SITE CONDITIONS

 

Weier Group 26 / 512 David Low Way, Castaways Beach Qld

CONSTRUCTION MATERIALS TESTING

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PO Box 171 Wamuran Qld 4512

296 Old North Road, Wamuran Qld 4512
Phone: 07 5496 6715

Mobile: 0438 924 637

Fax: 07 5496 6717

Email: [email protected]
Web: www.wagnersoiliesting.com.au

(T)AGNER
Elo

ABN: 49 416 679 791

Information

Important Information about your Report

As a client of Wagner Soil Testing Pty Ltd you should know that site subsurface conditions cause more construction
problems than any other factor. These notes have been provided to help you interpret and understand the limitations of

your report.

Your report is project specific

Your report has been developed on the basis of your
unique project specific requirements as understood by
Wagner Soil Testing and applies only to the site
investigated. Project criteria typically include the general
nature of the project; its size and configuration; the location
of any structure on the site; other site improvements; the
presence of underground utilities; and the additional risk
imposed by scope-of-surface limitations imposed by the
client. Your report should not be used if there are any
changes to the project without first asking Wagner Soil
Testing to assess how factors that changed subsequent to
the date of the report affect the report’s recommendations.
Wagner Soil Testing cannot accept responsibility for
problems that may occur due to changed factors if they are
not consulted. Our report does not take into account any
existing filled ground or any other unforeseen subsurface
conditions that may change anticipated site classification.

Subsurface conditions can change

A geotechnical engineering report is based on conditions
that existed at the time the study was performed. Do not
rely on a geotechnical engineering report whose adequacy
may have been affected by: the passage of time; by man-
made events, such as construction on or adjacent to the
site; or by natural events, such as floods, earthquakes, or
groundwater fluctuations... Always contact Wagner Soil
Testing before applying the report to determine if it is still
reliable. A minor amount of additional testing or analysis
could prevent major problems.

Interpretation of factual data

Site assessment identifies actual subsurface conditions
only at those points where samples are taken and when
they are taken. Data derived from literature and external
data source review, sampling and subsequent laboratory
testing are interpreted by geologists, engineers or scientists
to provide an opinion about overall site conditions, their
likely impact on the proposed development and
recommended actions. Actual conditions may differ from
those inferred to exist, because no professional, no matter
how qualified, can reveal what is hidden by earth, rock and
time. The actual interface between materials may be far
more gradual or abrupt than assumed based on the facts
obtained. Nothing can be done to change the actual site
conditions which exist, but steps can be taken to reduce the
impact of unexpected conditions. For this reason, owners

CONSTRUCTION

MATERIALS

should retain the services of Wagner Soil Testing through
the development stage, to identify variances, conduct
additional tests if required, and recommend solutions to
problems encountered on site.

Your report will only give preliminary
recommendations

Your report is based on the assumption that the site
conditions as revealed through selective point sampling are
indicative of actual conditions throughout an area. This
assumption cannot be substantiated until project
implementation has commenced and therefore your report
recommendations can only be regarded as preliminary.
Only Wagner Soil Testing, who prepared the report, is fully
familiar with the background information needed to assess
whether or not the report's recommendations are valid and
whether or not changes should be considered as the
project develops. If another party undertakes the
implementation of recommendations of this report there is a
risk that the report will be misinterpreted and Wagner Soil
Testing cannot be held responsible for such
misinterpretation.

Your report is prepared for specific purposes and
persons ;

To avoid misuse of the information contained in your report
it is recommended that you confer with Wagner Soil Testing
before passing your report on to another party who may not
be familiar with the background and purpose of the report.
Your report should not be applied to any project other than
that originally specified at the time the report was issued.

It is a requirement that the client contacts Wagner Soil
Testing Pty Ltd when the exact position of the proposed
building is confirmed so we can check if our Boreholes fall
in the footing area [our borelogs are only presumed
indicative of the whole area until this is confirmed]. In the
case of a cracked house investigation more testing may be
required to conclude all possible causes of settlement and
or movement. Initial drilling and lab testing may only identify
some of the causes of the problem. Wagner Soil Testing
should be contacted when additional testing is required. It
is a company policy that Wagner Soil Testing are contacted
if the development (including any portion and/or envelope)
is sold and/or changes title as the report is only for the use
of our direct client. If the development is sold and/or
changes title Wagner Soil Testing must be contacted and
subsequently will carry out a comprehensive site inspection
— evaluation at no cost to ensure the preliminary report is
relevant and no changes whatsoever have been made.

TESTING

Page 8

APPENDIX 1: CONSTRUCTION SPECIFICATION FOR SLABS ON GROUND

1. Site Preparation

All vegetation and top soil that contains grass or trees roots and any rubbish shall be removed from the site prior to the commencement of
construction. Following stripping of the site, the building platform is to be compacted and proof-rolled to ensure that no loose material is present
on the surface. If necessary, any material which cannot be adequately compacted shall be removed, then replaced with a suitable material
which can be compacted to the standard specified.

If the site is to be “Cut-and-Filled”, then the construction of the footing beams and the placement of the fill material shall be in accordance with
the requirements of Appendix 2: Specification for Placement of Fill Material.

The foundation under the floor shall be poisoned against termites in accordance with the Tequirements of the Local Authority and the Building
Code of Australia.

2. Polythene Membrane
A layer of high-impact polythene sheeting shall be provided under all floor slabs. The membrane shall be continuous under the slab and
internal footing beams and shall be terminated at the edge beams as indicated on the Footing System drawings. The membrane is to be taped
at all joints with a 200 mm minimum overlap and shall be loosely place in the excavated footing trenches to allow the sheeting to conform totally
to the width and the depth of the beam once the concrete is placed.

3. Reinforcement

All steel reinforcement shall conform to the requirements of AS1302 and AS1304. The reinforcement shall be supported on plastic bar chairs to
ensure that the specified cover to all sides is achieved and maintained during placement and compaction of the concrete.

Minimum laps for reinforcement shall be as follows:

Slab Fabric - 225 mm minimum overlap of “cross-bars” at all edges (r 400 overlap without any “cross-bars”)
Trench Mesh - 500 mm splices in all footing beams.

- Laps at intersections shall be shown on the Footing System Drawings.
Reinf.Bars - 500 mm splices in all footing beams

- Provide “L” bars at all beam intersections with min. 500 mm laps to each leg.
Cover to reinforcement shall be as follows:

- 25 mm to the upper face of internal slabs.

- 40 mm to the upper face for external exposure.

- 30 mm to the polythene membrane in contact with the ground.

- 40 mm to unprotected ground. *

4. Alternative Reinforcement Details

Slab Mesh - Deformed Wire Fabrics equivalent to LSDF 752 by “Neumann Steel” may be substituted for F82 mesh
(similarly, LSDF 652 Deformed Wire Fabric may be substituted for F72 Mesh).
Ligatures - 10mm diameter Deformed Wire ligatures by “Neumann Steel” (FSY = 500 MPa), at 1000 mm max crs.

-  Y12 deformed bars at 1000 mm crs.
5. Concrete

Concrete shall have a minimum 28 day compressive strength of 20 MPa, with an 80 mm slump and a 20 mm maximum nominal aggregate size.
All concrete must be well compacted to ensure that all entrapped air is removed and that the concrete is worked around the reinforcement and
into all corners. This is easily achieved by the use of mechanic al vibrators.

In order to minimise shrinkage cracking of the concrete, the slab may be “cured” to retain the moisture in the concrete for as long as possible.
The most convenient method of curing is to use an approved spray-on curing compound which is applied after the concrete has been placed
and levelled and has reached its initial set. The curing compound allows continued access to the slab during the curing process, however, care
must be taken to avoid damage to the membrane resulting from excessive construction traffic.

6. Thickenings under Bracing Walls

Slab thickenings under bracing walls have not been specified, as this information requires that an assessment be made of the wind loading on
the structure, which is outside the scope of this report. It is the responsibility of the designer of the structure to specify the location and type of
all bracing walls. Where a bracing wall is fixed to the floor slab with a bolt, then the slab shall be locally thickened to 150 mm thick for a distance
of 150 mm on all sides of the bolt.

7. Shrinkage Control

Long Slabs(<25m) -  F82 reinforcing mesh should be provided for slabs over 18 metres in length if shrinkage cracking is to be
minimised. Alternatively, Deformed Wire Fabrics equivalent to LSDF 752 by “Neumann Steel” may be substituted
for F82 reinforcing mesh (similarly, LSDF 652 Deformed Wire Fabric may be substituted for F72 reinforcing mesh).

Re-entrant Steel - Additional reinforcement (2 metres in length) shall be place diagonally across the potential crack at all re-entrant
corners, comprising either:

- 2 layers of 3— 8TM trench mesh, or
- 1 layer 3-11TM trench mesh, or
- 3 —Y12 reinforcing bars.

Placement of Tiles - Where floor slab is to be tiled, in order to minimise the effects of shrinkage, the following recommendations are

made:

- F92 slab mesh (or equivalent) should be provided in the area to be tiled.

- Cure the slab by keeping it wet (or sealed) for at least 7 days.

- Placement of tiles should be delayed for as long as possible (preferably for at least 3 months)
- Use a rubber-based adhesive when laying the tiles.

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APPENDIX 2: SPECIFICATION FOR PLACEMENT OF FILL MATERIAL

Where the proposed development is to be supported on fill material that is placed after the completion of the site testing, then the fill shall be
placed in accordance with the following recommendations.

1. The site is to be stripped of all vegetation and all topsoil containing grass or trees roots. Following striping of the site, the building platform
is to be compacted and proof-rolled to ensure that no loose material is present on the surface. If necessary, any material which cannot be
adequately compacted shall be removed, then replaced with a suitable material which can be compacted to the standard specification.
2. Footing Beams at Edge of Slabs (beams supporting load-bearing walls, external walls or roof loads) shall be supported as follows:

(a) Beams shall be founded at least 100 mm into the specified foundation material and not less than 300 mm below the finished surface.
Where the depth of fill is too large, it may be more economical to support the beam son mass concrete piers, founded 200 mm below the original
surface on a sound foundation (either dense sand, firm clay or decomposed rock). The piers shall be either:

e 450mm diameter, bored with the Bobcat, and located under all corners of the edge beam and at 1800 mm maximum centres
between, or

e 1000 mm long x full trench width, excavated with the backhoe and located under all corners of the edge beam and at maximum
3000mm centres between.

(b) Alternatively, the Footing Edge Beam may be founded on “Controlled Fill” as specified in Note 5 below.
3. Strip Footings shall be supported either:
(a) min. 100 mm into natural undisturbed material with an allowable bearing capacity of at least 100 kPa, or
(b) For Class “‘A’ and Class ‘S’ sites only, on “Controlled Fill” as specified in Note 5 below.
4. Footing Slabs, Internal Beams and Load Bearing Support Thickenings shall be supported either:
(a) min. 100 mm into natural undisturbed material with an allowable bearing capacity of at least 50 kPa, or
(b) on “Rolled Fill” as specified in Note 6 below.
Compaction Standards for Fill Material
NOTE: All fill material shall be clean and granular and free of organic matter.
5. Controlled Fill
(a) Sand Fill up to 800 mm deep, placed in maximum 300 mm layers and compacted with a vibrating roller to achieve a minimum Dynamic
Cone Penetrometer reading of 7 blows per 300 mm penetration (refer AS1289.F3.3). Sand fill may be flooded if necessary to achieve this

compaction standard, provided the moisture can be subsequently drained from the site.

(b) Non-Sand Fill up to 400 mm deep, placed in maximum 150 mm layers and compacted with a mechanical roller. Clay fill should be moist
during compaction.

(c) Controlled Fill shall continue for at least 1 metre past the edge of the footing beam and shall be battered back to the original surface with a
slope of no more than | : 2 (Vert : Hor)

(d) Where the depth of fill material exceeds that specified above, the fill material shall be compacted as follows:
e Sand Fill - to 65 % Density Index — AS1289.E7.1
e Non-Sand Fill - to 95% Maximum Dry Density (‘Standard Compaction) — AS12891.E4.1

Compaction tests shall be carried out on each layer as fill is placed. If the compaction standard specified is not achieved, then a “Pier
and Slab” and ‘Pier and Beam” footing design will be required with all pairs founded on the underlying natural material.

6. Rolled Fill
(a) Sand Fill up to 600 mm deep, placed in maximum 300 mm layers and compacted by repeated rolling with an excavator.
(b) Non-Sand Fill up to 300 mm deep, placed in maximum 150 mm layers and compacted by repeated rolling with an excavator.
(c) Where the depth of fill material exceeds that specified above, the fill material shall be compacted as follows:
e Sand Fill - to 65% Density Index — AS1289.E7.1
e Non-Sand Fill - to 95% Maximum Dry Density (Standard Compaction) — As 1289.E4.1

Compaction tests shall be carried out on each layer as fill is placed. If the compaction standard specified is not achieved, then a “Pier
and Slab” and ‘Pier and Beam” footing design will be required with all pairs founded on the underlying natural material.