Site Classification Report

Page 2

5.   SITE CLASSIFICATION AND TARGET STRATA

     Based on the findings of the site investigation and the footing system design proposed
     on the client supplied information, the classification of the site is considered to conform
     to: -

                                     CLASS " P "
      This classification is due to poor bearing capacity of the existing soil and
                                  the presence of peat.
         However, if this was not the case the soil type and reactivity would
                       be comparable to that of a CLASS " M ".

     in accordance with Australian Standard 2870-2011, 'Residential Slabs and Footings,
     Construction'.

     An allowable bearing capacity of 100kPa is reached with the medium dense SILTY
     SAND which occurs at a depth of 1200mm from the existing ground level at location
     BH1 and at a depth of 1300mm at location BH2. Any fill placed over the existing
     ground shall be piered through the fill into the existing material. Further note that the
     placement of reactive material as fill may change the site’s classification.


6.   FOOTING SYSTEM DESIGN

     The footing system shall be designed to conform to the performance limits stated in AS
     2870 – 2011 and reprinted in the C.S.I.R.O.'s Publication 10/91, 'Guide to Home
     Owners on Foundation Maintenance and Footing Performance', a copy of which
     attached to this report. It should be noted that footings designed in accordance with
     AS2870-2011 does not guarantee no movement of footings, shrinkage cracking or other
     damage to the building.

     Foundation preparation and footing construction shall be in accordance AS 2870 -2011
     and AS 3798-1990 'Guidelines on Earthworks for Commercial and Residential
     Developments'.

     Where necessary, subsoil drainage shall be incorporated in the construction of the
     building to ensure that subsurface water is properly drained away from the footings.

     Potential seepage or subsoil drainage problems cannot always be recognised from the
     results of a site investigation. Problems with respect to subsurface water flow or
     seepage may not be evident until after the site has been subject to the first significant
     wet period.

     After construction of the footing system the ground surface around the residence shall
     be sloped away from the footings at a fall of 1 in 20 minimum for a distance of 2000
     mm.


7.   ARTICULATION

     It is recommended that masonry walls on Class M, H, E and P sites be articulated at all
     or some openings. Articulation joints shall be constructed in accordance with the
     Cement and Concrete Association's Publication 'TN61 - Articulated Walling'.

Page 3

8.    SERVICES

      Expansive or collapsing soils require special considerations at service connections to
      ensure flexibility to prevent damage or breakage. In areas where known expansive or
      collapsing soils are present flexible connections and impervious plugs shall be provided
      to all services including all drainage, stormwater and septic system.

On and Behalf of
LINDSAY CONSULTING PTY LTD




Jason Lindsay
RPEQ 4928

Page 4

                                    LIMITATIONS
Recommendations given in this report are based on the information supplied by the client
regarding the proposed building construction in conjunction with the findings of the
investigation. Any change in construction type, building location or omission in the client
supplied information, may require additional testing and/or make the recommendations invalid.

The recommendations herein identify a target soil stratum into which the footings are to be
founded. The target stratum has been located by the depth in mm of the target stratum's upper
horizon boundary below the existing ground surface level at the time of the site investigation.
Any cutting or filling works and any surface erosion or deposits subsequent to the site
investigation, will alter the measured location of the stratum relative to the surface. Where
required, the author should be notified in such cases to confirm the location of the target stratum.

The description of the soil given in the Soil Profile section of this report is intended as a brief
overview of the soil's primary constituents. For a detailed classification of the soil, the reader
should refer to the Soil Profile Reports and/or Borehole Reports attached to this report.

Every reasonable effort has been made to locate the test sites so that the borehole profiles are
representative of the soil conditions within the area investigated. The client should be made
aware however, that exploration is limited by time available and economic restraints. In some
cases soil conditions can change dramatically over short distances, therefore, even careful
exploration programs may not locate all the variations.

If soil conditions different from those shown in this report are encountered or are inferred from
other sources, then the author must be notified immediately.

This report may not be reproduced except in full. The information and drawings provided with
this report shall only be used and will only be applicable for the development shown on the
client supplied information provided for this site.

Any dimensions, contours, slope directions and magnitudes shown on the Test Locality Plan
shall not be used for any building construction or costing calculations. The purpose of the plan
is to show approximate location of field tests only.

Any changes made to these recommendations by persons unauthorised by the author will legally
be interpreted as that person assuming the responsibility for the long-term performance of the
footing system.

The recommendations contained in this report have not taken into consideration the long term
effects of any previous, current or potential subsurface work by mining companies or potential
slope instability problems. At the time of writing this report neither our client (nor his agent)
nor the local authority had made the author aware that these problems may be affecting this
allotment. If a mining subsidence or slope stability assessment is required for this allotment,
the recommendations of a suitably qualified geotechnical engineer should be sought.

Page 5

Foundation Maintenance
and Footing Performance:
A Homeowner's Guide

(i)

CSIRO

BIF 18
replaces
Information
Sheet 10/91

Buildings can and often do move. This movement can be up, down, lateral or rotational. The fundamental cause
of movement in buildings can usually be related to one or more problems in the foundation soil. It is important for

the homeowner to identi

the soil type in order to ascertain the measures that should be put in place in order to

ensure that problems in the foundation soil can be prevented, thus protecting against building movement.

This Building Technology File is designed to identify causes of soil-related building movement, and to suggest

methods of prevention of resultant cracking in buildings.

Soil Types

‘The types of soils 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 a mixture of both
types. The general problems associated with soils having granular
content are usually caused by erosion. Clay soils are subject to
saturation and swell/shrink problems.

Classifications for a given area can generally be obtained by
application to the local authority, but these are sometimes unreliable
and if there is doubt, a geotechnical report should be commissioned.
As most buildings suffering movement problems are founded on clay
soils, there is an emphasis on classification of soils according to the
amount of sweil and shrinkage they experience with variations of
water content. The table below is Table 2.1 from AS 2870, the
Residential Slab and Footing Code.

Settlement due to construction

There are two types of settlement that occur as a result of

construction:

* Immediate settlement occurs when a building is first placed on its
foundation soil, as a result of compaction of the soil under the
weight of the structure. The cohesive quality of clay soil mitigates
against this, but granular (particularly sandy) soil is susceptible.

* Consolidation settlement is a feature of clay soil and may take
place because of the expulsion of moisture from the soil or because
of the soil’s lack of resistance to local compressive or shear stresses.
This will usually take place during the first few months after
construction, but has been known to take many years in
exceptional cases.

These problems are the province of the builder and should be taken

into consideration as part of the preparation of the site for construc-

tion. Building Technology File 19 (BTF 19) deals with these
problems.

Erosion
All soils are prone to crosion, but sandy 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 particularly a problem in clay soils. Saturation creates a bog-
like suspension of the soil that causes it to lose virtually all of its
bearing capacity. To a lesser degree, sand is affected by saturation
because saturated sand may undergo a reduction in volume —
particularly imported sand fill for bedding and blinding layers.
However, this usually occurs as immediate settlement and should
normally be the province of the builder.

Seasonal swelling and shrinkage of soil
All clays react to the presence of water by slowly absorbing it, making
the soil increase in volume (see table below). The degree of increase
varies considerably between different clays, as does the degree of
decrease during the subsequent drying out caused by fair weather
periods. Because of the low absorption and expulsion rate, this
phenomenon will not usually be noticeable unless there are
prolonged rainy or dry periods, usually of weeks or months,
depending on the land and soil characteristics.

The swelling of soil creates an upward force on the footings of the
building, and shrinkage creates subsidence that takes away the
support needed by the footing to retain equilibrium.

Shear failure

This phenomenon occurs when the foundation soil does not have

sufficient strength to support the weight of the footing. There are

two major post-construction causes:

* Significant load increase.

+ Reduction of latcral support of the soil under the footing due to
crosion or excavation.

* In clay soil, shear failure can be caused by saturation of the soil
adjacent to or under the footing.

 

 

 

 

 

 

 

 

 

 

 

GENERAL DEFINITIONS OF SITE CLASSES
Class Foundation
A Most sand and rock sites with little or no ground movement from moisture changes
Ss Slightly reactive clay sites with only slight ground movement from moisture changes
M Moderately reactive clay or silt sites, which can experience moderate ground movement from moisture changes
H Highly reactive clay sites, which can experience high ground movement from moisture changes
E Extremely reactive sites, which can experience extreme ground movement from moisture changes
AtoP 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

 

 

Page 6

Tree root growth
Trees and shrubs that are allowed to grow in the vicinity of footings
can cause foundation soil movement in two ways:

* Roots that grow under footings may increase in cross-sectional
size, exerting upward pressure on footings.

* Roots in the vicinity of footings 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 throughout the building’s foundation soil. Settlement due
to construction tends to be uneven because of:

* Differing compaction of foundation soil prior to construction.
* Differing moisture content of foundation soil prior to construction.

Movement due to non-construction 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 direction as the flow.

Saturation of clay foundation soil may occur where subfloor walls
create a dam that makes water pond. It can also occur wherever there
is a source of water near footings in clay soil. This leads to a severe
reduction in the strength of the soil which may create local shear
failure.

Seasonal swelling and shrinkage of clay soil affects the perimeter of
the building first, then gradually spreads to the interior. The swelling
process will usually begin at the uphill extreme of the building, or on
the weather side where the land is flat. Swelling gradually reaches the
interior soil as absorption continues. Shrinkage usually begins where
the sun's heat is greatest.

Effects of Uneven Soil Movement on Structures

 

Erosion and saturation

Erosion removes the support from under footings, tending to create
subsidence of the part of the structure under which it occurs.
Brickwork walls will resist the stress created by this removal of
support by bridging the gap or cantilevering until the bricks or the
mortar bedding fail. Older masonry has little resistance. Evidence of
failure varies according to circumstances and symptoms may include:

* Step cracking in the mortar beds in the body of the wall or
above/below openings such as doors or windows.

* Vertical cracking in the bricks (usually but not necessarily in line
with the vertical beds or perpends).

Isolated piers affected by erosion or saturation of foundations will
eventually lose contact with the bearers they support and may tilt or
fall over. The floors that have lost this support will become bouncy,
sometimes rattling ornaments etc.

Seasonal swelling/shrinkage in clay

Swelling foundation soil due to rainy periods first lifts the most
exposed extremities of the footing system, then the remainder of the
perimeter footings while gradually permeating inside the building
footprint to lift internal footings. This swelling first tends to create a
dish effect, because the external footings are pushed higher than the
internal ones.

The first noticeable symptom may be that the floor appears slightly
dished. This is often accompanied by some doors binding on the
floor or the door head, together with some cracking of cornice
mitres. In buildings with timber flooring supported by bearers and
joists, the floor can be bouncy. Externally there may be visible
dishing of the hip or ridge lines.

As the moisture absorption process completes its journey to the
innermost areas of the building, the internal footings will rise. If the
spread of moisture is roughly even, it may be that the symptoms will
temporarily disappear, but it is more likely that swelling will be
uneven, creating a difference rather than a disappearance in
symptoms. In buildings with timber flooring supported by bearers
and joists, the isolated piers will rise more easily than the strip
footings or piers under walls, creating noticeable doming of flooring.

Seen re eee rly

 

 

 

 

 

 

 

 

Ww
eR. BL
Wall cracking
due to uneven
footing settlement

As the weather pattern changes and the soil begins to dry out, the
external footings will be first affected, beginning with the locations
where the sun’s effect is strongest. This has the effect of lowering the
external footings. The doming is accentuated and cracking reduces
or disappears where it occurred because of dishing, but other cracks
open up. The roof lines may become convex.

Doming and dishing are also affected by weather in other ways. In
areas where warm, wet summers and cooler dry winters prevail,
water migration tends to be toward the interior and doming will be
accentuated, whereas where summers are dry and winters are cold
and wet, migration tends to be toward the exterior and the
underlying propensity is toward dishing.

Movement caused by tree roots

In general, growing roots will exert an upward pressure on footings,
whereas soil subject to drying because of tree or shrub roots will tend
to remove support from under footings by inducing shrinkage.

Complications caused by the structure itself

Most forces that the soil causes to be exerted on structures are
vertical — i.e. either up or down. However, because these forces are
seldom spread evenly around the footings, and because the building
resists uneven movement because of its rigidity, forces are exerted
from one part of the building to another. The net result of all these
forces is usually rotational. This resultant force often complicates the
diagnosis because the visible symptoms do not simply reflect the
original cause. A common symptom is binding of doors on the
vertical member of the frame.

Effects on full masonry structures

Brickwork will resist cracking where it can. It will attempt to span
areas that lose support because of subsided foundations or raised
points. It is therefore usual to see cracking at weak points, such as
openings for windows or doors.

In the event of construction settlement, cracking will usually remain
unchanged after the process of settlement has ceased.

With local shear or erosion, cracking will usually continue to develop
until the original cause has been remedied, or until the subsidence
has completely neutralised the affected portion of footing and the
structure has stabilised on other footings that remain effective.

In the case of swell/shrink effects, the brickwork will in some cases
return to its original position after completion of a cycle, however it
is more likely that the rotational effect will not be exactly reversed,
and it is also usual that brickwork will settle in its new position and
will resist the forces trying to return it to its original position. This
means that in a case where swelling takes place after construction
and cracking occurs, the cracking is likely to at least partly remain
after the shrink segment of the cycle is complete. Thus, each time
the cycle is repeated, the likelihood is that the cracking will become
wider until the sections of brickwork become virtually independent.

With repeated cycles, once the cracking is established, if there is no
other complication, it is normal for the incidence of cracking to
stabilise, as the building has the articulation it needs to cope with
the problem. This is by no means always the case, however, and
monitoring of cracks in walls and floors should always be treated
seriously.

Upheaval caused by growth of tree roots under footings is not a
simple vertical shear stress. There is a tendency for the root to also
exert lateral forces that attempt to separate sections of brickwork
after initial cracking has occurred.

Page 7

The normal structural arrangement is that the inner leaf of brick-
work in the external walls and at least some of the internal walls
(depending on the roof type) comprise the load-bearing structure on
which any upper floors, ceilings and the roof are supported. In these
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 masonry plays some supporting role, so this should
be checked if there is any doubt. In any case, externally visible
cracking is important as a guide to stresses on the structure generally,
and it should also be remembered that the external walls must be
capable of supporting themselves.

Effects on framed structures

Timber or steel framed buildings are less likely to exhibit cracking
due to swell/shrink than masonry buildings because of their
flexibility. Also, the doming/dishing effects tend to be lower because
of the lighter weight of walls. The main risks to framed buildings are
encountered because of the isolated pier footings used under walls.
Where erosion or saturation cause a footing to fall away, this can
double the span which a wall must bridge. This additional stress can
create cracking in wall linings, particularly where there is a weak
point in the structure caused by a door or window opening. It is,
however, unlikely that framed structures will be so stressed as to suffer
serious damage without first exhibiting some or all of the above
symptoms for a considerable period. The same warning period should
apply in the case of upheaval. It should be noted, however, that where
framed buildings are supported by strip footings there is only one leaf
of brickwork and therefore the externally visible walls are the
supporting structure for the building. In this case, the subfloor
masonry walls can be expected to behave as full brickwork walls.

Effects on brick veneer structures

Because the load-bearing structure of a brick veneer building is the
frame that makes up the interior leaf of the external walls plus
perhaps the internal walls, depending on the type of roof, the
building can be expected to behave as a framed structure, except that
the external masonry will behave in a similar way to the external leaf
of a full masonry structure.

id Di

    

Water Servi

 

Where a water service pipe, a sewer or stormwater drainage pipe is in
the vicinity of a building, a water leak can cause erosion, swelling or
saturation of susceptible soil. Even a minuscule leak can be enough
to saturate a clay foundation. A leaking tap near a building can have
the same effect. In addition, trenches containing pipes can become
watercourses even though backfilled, particularly where broken
rubble is used as fill. Water that runs along these trenches can be
responsible for serious erosion, interstrata seepage into subfloor areas
and saturation.

Pipe leakage and trench water flows also encourage tree and shrub
roots to the source of water, complicating and exacerbating the
problem.

Poor roof plumbing can result in large volumes of rainwater being
concentrated in a small area of soil:

Incorrect falls in roof guttering may result in overflows, as may
gutters blocked with leaves etc.

* Corroded guttering or downpipes can spill water to ground.

* Downpipes not positively connected to a proper stormwater
collection system will direct a concentration of water to soil that is
directly adjacent to footings, sometimes causing large-scale
problems such as erosion, saturation and migration of water under
the building.

Seriousness of Cracking

 

In general, most cracking found in masonry walls is a cosmetic
nuisance only and can be kept in repair or even ignored. The table
below is a reproduction of Table C1 of AS 2870.

AS 2870 also publishes figures relating to cracking in concrete floors,
however because wall cracking will usually reach the critical point
significantly earlier than cracking in slabs, this table is not
reproduced here,

| Prevention/Cure

Plumbing

Where building movement is caused by water service, roof plumbing,
sewer or stormwater failure, the remedy is to repair the problem.

It is prudent, however, to consider also rerouting pipes away from
the building where possible, and relocating taps to positions where
any leakage will not direct water to the building vicinity. Even where
gully traps are present, there is sometimes sufficient spill to create
erosion or saturation, particularly in modern installations using
smaller diameter PVC fixtures. Indeed, some gully traps are not
situated directly under the taps that are installed to charge them,
with the result that water from the tap may enter the backfilled
trench that houses the sewer piping. If the trench has been poorly
backfilled, the water will either pond or flow along the bottom of
the trench. As these trenches usually run alongside the footings and
can be at a similar depth, it is not hard to see how any water that is
thus directed into a trench can easily 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 established by inspection during
and after heavy or prolonged rain. If necessary, a grated drain system
connected to the stormwater collection system is usually an easy
solution.

It is, however, sometimes necessary when attempting to prevent
water migration that testing be carried out to establish watertable
height and subsoil water flows. This subject is referred to in BTF 19
and may properly be regarded as an area for an expert consultant.

Protection of the building perimeter

Ic is essential to remember that the soil that affects footings extends
well beyond the actual building line. Watering of garden plants,
shrubs and trees causes some of the most serious water problems.

For this reason, particularly where problems exist or are likely to
occur, it is recommended that an apron of paving be installed
around as much of the building perimeter as necessary. This paving

 

CLASSIFICATION OF DAMAGE WITH REFERENCE TO WALLS

 

 

 

 

 

 

 

 

Description of typical damage and required repair Approximate crack width Damage
limit (see Note 3) category

Hairline cracks <0.1 mm 0
Fine cracks which do not need repair <1 mm 1
Cracks noticeable but easily filled. Doors and windows stick slightly <5 mm 2
Cracks can be repaired and possibly a small amount of wall will need 5-15 mm (or a number of cracks 3;
to be replaced. Doors and windows stick. Service pipes can fracture. 3 mm or more in one group)
‘Weathertightness often impaired
Extensive repair work involving breaking-out and replacing sections of walls, 15-25 mm but also depend 4
especially over doors and windows. Window and door frames distort. Walls lean on number of cracks
or bulge noticeably, some loss of bearing in beams. Service pipes disrupted

 

 

 

 

Page 8

bee Ta

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Shrubs
Clump of trees;
height selected
for distance
from house
eS -f a arnt Aon
erat TTT
ee Patio.
UHL
— | Drained
Carport pathway
Path——@
Garden bed
‘ as covered with
Driveway|""— muich
Preset ania AS Oost
LU me armed
oe area

 

should extend outwards a minimum of 900 mm (more 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 below brick vent bases.

It is prudent to relocate drainage pipes away from this paving, if
possible, to avoid complications from future leakage. If this is not
practical, earthenware pipes should be replaced by PVC and
backfilling should be of the same soil type as the surrounding soil
and compacted to the same density.

Except in areas where freezing of water is an issue, it is wise to
remove taps in the building area and relocate them well away from
the building — preferably not uphill from it (see BTF 19).

It may be desirable to install a grated drain at the outside edge of the
paving on the uphill side of the building. If subsoil drainage is
needed this can be installed under the surface drain.

Condensation

In buildings with a subfloor void such as where bearers and joists
support flooring, insufficient ventilation creates ideal conditions for
condensation, particularly where there is little clearance between the
floor and the ground. Condensation adds to the moisture already
present in the subfloor and significantly slows the process of drying
out. Installation of an adequate subfloor ventilation system, either
natural or mechanical, is desirable.

Warning: Although this Building Technology File deals with
cracking in buildings, it should be said that subfloor moisture can
result in the development of other problems, notably:

+ Water that is transmitted into masonry, metal or timber building
elements causes damage and/or decay to those elements.

High subfloor humidity and moisture content create an ideal
environment for various pests, including termites and spiders.

* Where high moisture levels are wransmitted to the flooring and
walls, an increase in the dust mite count can ensue within the
living areas. Dust mites, as well as dampness in general, can be 2
health hazard to inhabitants, particularly those who are
abnormally susceptible to respiratory ailments.

The garden

The ideal vegetation layout is to have lawn or plants that require
only light watering immediately adjacent to the drainage or paving
edge, then more demanding plants, shrubs and trees spread out in
that order.

Overwatering due to misuse of automatic watering systems is a
common cause of saturation and water migration under footings. If
ir is necessary to use these systems, it is important to remove garden
beds to a completely safe distance from buildings.

Existing trees

Where a tree is causing a problem of soil drying or there is the
existence or threat of upheaval of footings, if the offending roots are
subsidiary and their removal will not significantly damage the tree,
they should be severed and a concrete or metal barrier placed
vertically in the soil to prevent future root growth in the direction of
the building. If it is not possible to remove the relevant roots
without damage to the tree, an application to remove the tree should
be made to the local authority. A prudent plan is to wansplant likely
offenders before they become a problem.

Information on trees, plants and shrubs

State departments overseeing agriculture can give information
regarding root patterns, volume of water needed and safe distance
from buildings of most species. Botanic gardens are also sources of
information, For information on plant roots and drains, see Building
Technology File 17.

Excavation

Excavation around footings must be properly engineered. Soil
supporting footings can only be safely excavated at an angle that
allows the soil under the footing to remain stable. This angle is
called the angle of repose (or friction) and varies significantly
between soil types and conditions. Removal of soil within the angle
of repose will cause subsidence.

_Remediation

Where erosion has occurred that has washed away soil adjacent to
footings, soil of the same classification should be introduced and
compacted to the same density. Where footings have been
undermined, augmentation or other specialist work may be required.
Remediation of footings and foundations is generally the realm of a
specialist consultant.

Where isolated footings rise and fall because of swell/shrink effect,
the homeowner may be tempted to alleviate floor bounce by filling
the gap that has appeared between the bearer and the pier with
blocking. The danger here is that when the next swell segment of the
cycle occurs, the extra blocking will push the floor up into an
accentuated dome and may also cause local shear failure in the soil.
IFit is necessary to use blocking, it should be by a pair of fine
wedges and monitoring should be carried out fortnightly.

This BTF was prepared by John Lewer FAIB, MIAMA, Partner,
Construction Diagnosis.

 

The information in this and other issues in the series was derived from various sources and was believed to be correct when published.

 

The information is advisory. It is provided in good faith and not claimed to be an exhaustive treatment of the relevant subject.

 

Further professional advice needs to be obtained before taking any action based on the information provided.

 

Distributed by
CSIRO PUBLISHING PO Box 1139, Collingwood 3066, Australia

Freecall 1800 645 051

Tel (03) 9662 7666

Fax (03] 9662 7555 www.publish.csiro.au

Email: [email protected]

© CSIRO 2003. Unauthorised copying of this Building Technology file is prohibited

Page 9

SITE PHOTOGRAPHS

 

Page 10

Lindsay Consulting Pty Ltd
Off. 2C/82 Parker Street, Maroochydore


                                                                                      NO. 5 SEAMIST COURT,
 CLIENT               POOLS BY DESIGN                         SITE LOCATION
                                                                                       SUNSHINE BEACH
                                                                                                                            REFERENCE           231061
                    BORELOG 1                                                    BORELOG 2                                    PENETROMETERS
 Depth                                                         Depth
 below                                                         below
          Group                                                         Group
ground                           Soil Description             ground                           Soil Description             PN1    PN2    PN3   PN4   PN5
          Symbol                                                        Symbol
  level                                                         level
 (mm)                                                          (mm)
  0        SC      Clayey SAND, fine to medium, dark grey,      0        SC      Clayey SAND, fine to medium, dark grey,
                   high plasticity fines, moist, soft (HIGH                      high plasticity fines, moist, soft (HIGH
 100               ORGANIC CONTENT-PEAT)                       100               ORGANIC CONTENT-PEAT)                      0.25   0.25

 200                                                           200                                                          0.25   0.25

 300                                                           300                                                          0.25   0.25

 400                                                           400                                                          0.25   0.25

 500                                                           500                                                          0.3    0.3

 600                                                           600                                                          0.3    0.3
                   Silty SAND, fine to medium, pale grey,
 700       SM      low plasticity fines, moist, loose          700               Silty SAND, fine to medium, pale grey,     0.3    0.3

 800                                                           800       SM      low plasticity fines, moist, loose         0.5    0.5
                   WATERTABLE                                                    WATERTABLE
 900       SM      Silty SAND, fine to medium, pale grey,      900       SM      Silty SAND, fine to medium, pale grey,     0.5    0.5
                   low plasticity fines, saturated, loose                        low plasticity fines, saturated, loose
 1000                                                         1000                                                           1      1
                                                                                 Hole Terminated – Collapsing
 1100              Hole Terminated – Collapsing               1100                                                           1      2

 1200                                                         1200                                                           3      1

 1300                                                         1300                                                           4      3

 1400                                                         1400                                                           5      6

 1500                                                         1500                                                           6      5

COMMENTS




AUTHORISED SIGNATORY

Page 11

Lindsay Consulting Pty Ltd
Off. 2C/82 Parker Street, Maroochydore


                                                                                      NO. 5 SEAMIST COURT,
 CLIENT               POOLS BY DESIGN                         SITE LOCATION
                                                                                       SUNSHINE BEACH
                                                                                                                            REFERENCE           231061
                    BORELOG 1                                                    BORELOG 2                                    PENETROMETERS
 Depth                                                         Depth
 below                                                         below
          Group                                                         Group
ground                           Soil Description             ground                           Soil Description             PN1    PN2    PN3   PN4   PN5
          Symbol                                                        Symbol
  level                                                         level
 (mm)                                                          (mm)
  0        SC      Clayey SAND, fine to medium, dark grey,      0        SC      Clayey SAND, fine to medium, dark grey,
                   high plasticity fines, moist, soft (HIGH                      high plasticity fines, moist, soft (HIGH
 100               ORGANIC CONTENT-PEAT)                       100               ORGANIC CONTENT-PEAT)                      0.25   0.25

 200                                                           200                                                          0.25   0.25

 300                                                           300                                                          0.25   0.25

 400                                                           400                                                          0.25   0.25

 500                                                           500                                                          0.3    0.3

 600                                                           600                                                          0.3    0.3
                   Silty SAND, fine to medium, pale grey,
 700       SM      low plasticity fines, moist, loose          700               Silty SAND, fine to medium, pale grey,     0.3    0.3

 800                                                           800       SM      low plasticity fines, moist, loose         0.5    0.5
                   WATERTABLE                                                    WATERTABLE
 900       SM      Silty SAND, fine to medium, pale grey,      900       SM      Silty SAND, fine to medium, pale grey,     0.5    0.5
                   low plasticity fines, saturated, loose                        low plasticity fines, saturated, loose
 1000                                                         1000                                                           1      1
                                                                                 Hole Terminated – Collapsing
 1100              Hole Terminated – Collapsing               1100                                                           1      2

 1200                                                         1200                                                           3      1

 1300                                                         1300                                                           4      3

 1400                                                         1400                                                           5      6

 1500                                                         1500                                                           6      5

COMMENTS




AUTHORISED SIGNATORY

Page 12

 

LINDSAY CONSULTING ¢7;,

fvjl Engineers)
LTA ED 4928

OFF. 2C/82 PARKER TREET, MAROQGAYDORE PH 5h 792 118

CLIENT AND PROJECT DESCRIPTION
POOLS BY DESIGN
PROPOSED POOL

NO.5 SEAMIST COURT

SCALES

REVISION LIST.

 

 

 

 

 

 

 

SUNSHINE BEACH

SURVEY DATUM

 

 

 

 

 

 

 

 

 

THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD

 

DRAWING TITLE
SITE PLAN

 

ASSOCIATED CONSULTANTS

 

 

 

 

 

 

 

 

‘A [ORIGINAL ISSUE m//23
[Computer Fite
231061SP.DWG
DRAWING NUMBER SHEET] REV.
23-1061-S1 T/A

 

 

 

 

 

Ma,

4oomm Coping ——

 

 

2nd Storey house Steel columns

\ Existing home ist Floor

 

HOUSE STORMWATER OVERFLOW

GRAVEL PIT

|
-4

wos

Easement with

 

 

9
5
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4.00 m