PRELIMINARY SITE INVESTIGATION REPORT FOR ......Was rock encountered at time of site investigation -...
Transcript of 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
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.
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 :-
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.
Project Job No. ES166448
ClientHOMES by CMA
PO Box 876 NORTH LAKES 4509
Site AddressLot 1 WADE STREET KILCOY 4515
Page 4 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
Drill Method: Power Auger
Dep
th (
m)
Bore Hole Terminated - 2.5 m
D.C
.P b
low
s/ 1
00 m
m
PP
Val
ue
N'q
(kP
a)
Bore Hole # 3
SOIL DESCRIPTION
Drill Method: Power Auger
Dep
th (
m)
Bore Hole Terminated - 2.5 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 to Moist & Stiff
Dry to Moist & Stiff
Dry to Moist & Stiff
Dry to Moist & Stiff
Dry & Stiff
Dry & StiffDry & Stiff
(Brown / Mottled Brown)
(Brown)
(Brown)
(Brown)
(Brown)
(Brown)
(Brown / Mottled Grey / Yellow Brown)
(Brown / Mottled Grey / Yellow Brown)
(Brown / Mottled Grey / Yellow Brown)
(Yellow Brown / Mottled Grey / Brown)
(Yellow Brown / Mottled Grey / 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
Base of Founding Level
Base of Founding Level
Project Job No. ES 166448
ClientHOMES by CMA
PO Box 876 NORTH LAKES 4509
Site AddressLot 1 WADE STREET KILCOY 4515
Page 5 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
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
movement from moisture changes
from moisture changes
from moisture changes
movement 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
PO Box 876 NORTH LAKES 4509
Site AddressLot 1 WADE STREET KILCOY 4515
Page 6 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
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