preliminary site investigation report for ......was rock encountered at time of site investigation -...

PRELIMINARY SITE INVESTIGATION REPORTFOR

HOMES by CMA

SOMERSET REGIONALLocal Authority :HOMES by CMAClient Name : N/AClient Job No. :ES 166448Project Job No. :27th April, 2018Date :

Concrete Ground FloorDrainage: ModerateCut / FillFace BrickSlope: Moderate

Single StoreyVegetation: Grass(to be confirmed by client)(to be confirmed by client)(at time of soiltest)

Proposed Site PreparationDetails

Proposed Building DesignDetails

Site Details

N3

Wind Loading AssessmentIn accordance with AS4055-2012

Lot 1 WADE STREET KILCOY 4515Site Address :

This document is not intended for building approval submissions or as a formal soiltest report for the home owner. It is to beused exclusively by the client mentioned on the cover page for internal costing purposes ONLY.

Brisbane Postal Address: PO Box 2629, Toowong Qld 4066 Website: http://www.staconsulting.com.au

Townsville

Ph: 07 4766 8741

Auckland

Ph: + 64 9 887 1062

Newcastle

Ph: 02 4032 6450

Rockhampton

Ph: 07 4994 9810

Brisbane South

Ph: 07 3071 7444

Gold Coast

Ph: 07 5522 1995

Brisbane HeadOffice

241 Milton Road,MILTON QLD 4064

Ph: 07 3071 7444Fax: 07 3876 2763

1.0 SITE CLASSIFICATION :-

After assessing the laboratory test results, on site conditions and surrounding conditions in accordance with AS2870. This site has been classified: Class P .

This site has been classified as a Class "P" due to the following :-

Approximately 1800mm to 2400mm of fill was encountered across the site. This fill cannot be certified ascompacted because at the time of writing this report we had not been presented with any documentation toshow that it was compacted and certified in accordance with AS 3798 (Level One Supervision).

This report has been classified as a Class P due to that described , however the site characteristics are similarto that of a Class H1. In the event Level 1 fill certification is supplied, the proposed foundations may be raftedwithin the certified fill adopting Class ' H2 ' design parameters.

2.0 SITE INVESTIGATION DETAILS :-

Vehicle Access to Site - Good

Was fill material identified on site - Yes If yes, please specify approximate depth - 1800 to 2400mm across the site

Was seepage/ ground water encountered at time of site investigation - No

Was rock encountered at time of site investigation - No

Were trees identified within the zone of influence of the proposed building footprint. - No

Is site in question subject to marine/ coastal fallout i.e. (salt deposition) - NoWithin 1000 m of coastal shoreline.

Is a slope stability assessment required / recommended - No

This recommendation does not take into consideration specific local authority or private certifierrequirements which may identify the site within a council Hazard overlay.

3.0 DESIGN RECOMMENDATIONS :-

Waffle Pod Design Code - WH19

Recommended Founding Material - Natural Stiff Sandy Silty Clay

Are observed materials suitable for under slab filling (i.e... Cut and Fill Operation) - Yes- Excluded Material (Organic Material, Silts, Large rocks, cobbles etc...)- Clay properties exceeding 75 % Liquid Limit, 17.5 % Linear Shrinkage or 5.5 % Shrink/ Swell

Clays to be considered, must sit within the nominated cut material within the building envelope.

Are Edge Beam Piers Anticipated - Yes

Unless otherwise stated, based on a 50/ 50 cut and fill earthworks operation, incorporating the use of 450mm diameter drilled piers, the estimated maximum depth of piers for this site has been determined asfollows - Estimated Pier Depth - 3400mm using Concrete Piers

Are Internal slab piers anticipated due to proposed cut and fill operations - Yes

Are Internal slab piers anticipated due to prevailing site conditions (i.e. Poor Bearing Capacity/ Presence ofexisting filling etc..) - Yes


4.0 UNDER SLAB PLUMBING RECOMMENDATIONS :-

Are Slip Joints/ Couplings required - Yes

Is there a requirement for service pipes to be suspended - No , however refer the following note below :-

Note :- Where fill under slab from proposed earthworks is equal to or greater than 900 mm, it isrequired that all service pipes within this zone are to be suspended using strapping or similar. Thisis the responsibility of the Licensed Plumber or Builder to determine on site.

Additional Comments :-


Project Job No. ES166448

ClientHOMES by CMA

PO Box 876 NORTH LAKES 4509

Site AddressLot 1 WADE STREET KILCOY 4515

of 6

STA CONSULTING ENGINEERSBrisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800

Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450email: [email protected] webpage: www.staconsulting.com.au

Section 3 - Bore Logs

Bore Log Sheet

Bore Hole # 1

SOIL DESCRIPTION

Drill Method: Power Auger

Project Job No. ES166448-B

Client:

Dep

th (

m)

Bore Hole Terminated - 2.5 m

Sam

ple

Lo

cati

on

Gro

un

dw

ater

Sym

bo

ls

Ex

ten

t o

f F

ill

Gra

ph

ic L

og

Sam

ple

Lo

cati

on

Gro

un

dw

ater

Sym

bo

ls

Ex

ten

t o

f F

ill

Gra

ph

ic L

og

Sam

ple

Lo

cati

on

Gro

un

dw

ater

Sym

bo

ls

Ex

ten

t o

f F

ill

Gra

ph

ic L

og

D.C

.P b

low

s/ 1

00 m

m

PP

Val

ue

N'q

(kP

a )

Note : kPa value is allowable bearing pressure caculated in accordancewith paper 'Determination of allowable bearing pressure under small structures'by M.J Stockwell (June 1977)

D.C.P.:- Dynamic Cone PenetrometerN'q:- Allowable Bearing Capacity (kPa)PP:- Pocket Penetrometer Strength (kPa)U.T.P:- Unable to Penetrate Slope Direction

Terms :-

Bore Hole # 2

SOIL DESCRIPTION


Dep

th (

m)


D.C

.P b

low

s/ 1

00 m

m

PP

Val

ue

N'q

(kP

a)

Bore Hole # 3

SOIL DESCRIPTION


Dep

th (

m)


D.C

.P b

low

s/ 1

00 m

m

PP

Val

ue

N'q

(kP

a)

0

1.0

1.5

0.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

0

1.0

1.5

0.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

0

1.0

1.5

0.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

This line represents the anticipated base level of therecommended founding material nominated on page 1of this report. This level is to be used as a gauge only.

END END END

SILTY CLAY

SILTY CLAY

FILL - SILTY CLAYSANDY SILTY CLAY

SANDY SILTY CLAY

SANDY SILTY CLAY

FILL - SANDY SILTY CLAY FILL - SANDY SILTY CLAY FILL - SANDY SILTY CLAY

Moist & Stiff Moist & Stiff

Moist & Stiff

Moist & Stiff

Moist & Stiff

Moist & StiffMoist & StiffMoist & Stiff

Moist & Stiff

Moist & Stiff

Moist & Stiff

Dry to Moist & Stiff





Dry & Stiff

Dry & StiffDry & Stiff

(Brown / Mottled Brown)

(Brown)

(Brown)

(Brown)

(Brown)

(Brown)

(Brown / Mottled Grey / Yellow Brown)



(Yellow Brown / Mottled Grey / Brown)



(Grey)

(Black / Mottled Brown / Yellow Brown)

Trace of Gravels

Trace of GravelsTrace of Gravels

Trace of Gravels

HOMES by CMA

Base of Founding Level



Project Job No. ES 166448

ClientHOMES by CMA



of 6



Not applicable due to uncontrolled filling or lack ofdocumentation regarding Level 1 certification.

Site Identification

Test Methods: AS1289 3.1.2 (liquid limit), 3.4.1(linear shrinkage), 7.1.1(shrink-swell)

SITE CLASSIFICATION SYMBOLS DESIGN Y'S RANGE

'A'

'S'

'M'

'H1'

'H2'

'E'

'P'

'- D'

0 < Ys

0 < Ys < 20

20 < Ys < 40

60 < Ys < 75

40 < Ys < 60

Ys > 75

N/A

N/A

Classification by characteristic surface movement as per AS2780-2011

Most sand and rock sites with little or no ground movement frommoisture changes.

Slightly reactive clay sites, which may experience only slight ground

Moderately reactive clay or silt sites, which may experience moderate ground

Highly reactive clay sites, which may experience high ground movement

Highly reactive clay sites, which may experience very high ground movement

Extremely reactive clay sites, which may experience extreme ground

movement from moisture changes


from moisture changes

from moisture changes


Problem sites which generally have soils associated with uncontrolled fill,

For classes M, H1, H2 and E this further classification may be required, based

abnormal moisture conditions (trees), soft or collapsing soils, landslip etc..

GENERALISED DESCRIPTION(Guide Only)

Section 3 - Bore Logs & Site Identification

on the depth of expected moisture change. Applied to sites with deep-seatedmoisture changes characteristic of dry climates and corresponding to a designdepth of suction change (Hs), equal to or greater than 3 metres.

Sample Location:-

Depth of Sample:-

Liquid Limit:-

Linear Shrinkage:-

Laboratory Test Results

B.H. # 1 B.H. # 1

Iss:-

57 % 61 %

600 mm 1500 mm

15.5 % 16.5 %

3.1 % 3.3 %

Note :

Site Sketch ( Not to Scale )(All Dimensions Shown are Approximate Only)

Design Y's Range

Y's + Yt :- N/A

(SLOPE 10 %)

16 m

10 m

N/A

0 mm

51 mmCalculated Y's Value -

Calculated Y't Value - Y't - the calculated potential surface movement due to the tree inducedsuction change in addition to the normal design suction change.

Y's - characteristic surface movement determined on soil propertiesonly, does NOT include the effects of trees (refer Design Y's Range)

Est. Differential Settlement - of Level 1 Controlled Fill

The estimated differential settlement is the value by which Level 1 controlled fill may further displace and is generally proportionate to the variation in fill heights.

N/ANote: The estimated differential settlement values may be re-assessed if predicted settlement figuresare provided to STA Consulting Engineers from the company that undertook the fill certification.

Age of Level 1 -Controlled Fill

STREET

1.

2.

3.

28 m

16 m

28 m

WIND CLASSIFICATION

An authorised representative of STA Consulting Engineers has visited the

above site and classified the area by using AS 4055.

WIND LOADING ASSESSMENT N3

Project Job No. 166448

ClientHOMES by CMA



of 6



Fig. 1. Wind Assessment Summary.

STA Consulting EngineersGold Coast OfficeLevel 3, 1 Lake Orr Drive, Varsity Lakes, 4227 Qld07 5634 9558

INPUT No.

1) Housing Site State QLD2) Lower limit Set by Client / Council N/A3) Wind region B

see tab 1.Wind Regions for HELP

4)Min number of rows of houses or similar sized structures surrounding the house being considered

0

5) Min number of houses per hectare 2.5

Shielding NSNo Shielding is appropriate for:

?

6) H (height of the hill, ridge or escarpment in meters) H > 30 m

7) Slope Input Type Percentage

8) Maximum Slope 5% ? slope < 10%* Update Max slope if slope input type changed

9) Site Location Mid‐Third Zone (M)see tab 2. Topographic Zones for HELP

Topographic Classification T0 Leave this cell blank >> ‐

10) Terrain Category (TC) 2

FALSE FALSE N3

Comments:

N3

Note: STA Consulting Engineers have not been provided with any information regarding the future surrounding development; therefore, the wind rating has been assessed using the information that was available to our office. If additional information is provided the above wind rating may be reviewed.

Permanent heavily wooded areas within 100 m of site provide full shielding; therefore, the effects of roads or other open areas with a distance measured in any direction of less than 100m shall be ignored.

WIND RATING

"No permanent obstructions" such as the row of houses or single houses abutting open parklands, open water or airfields.

Wind Rating Evaluationbased on

AS 4055 ‐ 2012

preliminary site investigation report for ......was rock encountered at time of site investigation -...

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