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187440-GEO-Site Classification Report[A] (1)
SITE CLASSIFICATION REPORT
Site Classification For Imagine Kit Homes Pty Ltd
Lot. 188, No. 56, Reserve Street, Pomona, Qld, 4568
Site Classification
“ P”
due to abnormal moisture conditions – trees
and recently removed trees on site and trees
on adjacent sites
Soil Classification Ys Value (mm) Yt (Max) Value (mm)
M 30 28
in accordance with AS2870-2011 Approximate Value. Expected range of surface movement (Ys) Potential additional surface movement
(Excludes tree effect) 20mm to 40mm due to tree effect
Wind Rating Climatic Zone
N3 1
in accordance with AS4055-2012 in accordance with AS2870-2011
Intrax Consulting Group Pty Ltd
ABN: 31 106 481 252
Queensland Office
Site No. S#187440 Garden Square, GF D2 643 Kessels Rd. Upper Mt Gravatt QLD 4122
p: 07 3067 0800 f: 07 3812 3330
w: www.intrax.com.au
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Copyright Terms & Conditions
©2022 Intrax Consulting Group Pty Ltd All documents are subject to the ‘Intrax Terms and
Conditions’ and ‘Intrax Terms and Conditions’ documents.
This document has been produced expressly for the client.
The ‘client’ is defined as the persons named in this report or Conditions of Use
the purchaser of the services.
This report is not intended for use by any other person or
No part of this report including the whole of same shall be third party other than the named client.
used for any other purpose nor by any third party without
the prior written consent of Intrax Consulting Group Pty Ltd.
This report is not intended for use by any other person or
third party other than the named client.
Document Revision History
Date Rev Engineer Comments
17/05/2022 A Simon Nardi First Edition
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1.0 Introduction______________________________________________________________
Intrax Consulting Group Pty Ltd (Intrax) have been engaged by Imagine Kit Homes Pty Ltd to conduct a site
investigation at Lot. 188, No. 56, Reserve Street, Pomona, Qld, 4568. The aim of which is to provide a site
classification for the proposed residential development in accordance with AS2870-2017 – Residential Slabs and footings.
The following report outlines methods, results, and observations from this investigation. The resultant site classification
has been made in conjunction with the sites sub-surface soil profile and other prevailing onsite conditions.
2.0 Lot Details________________________________________________________________
Address: Lot. 188, No. 56, Reserve Street, Pomona, Qld, 4568
Lot Size (m2): m2
Lot/Survey Plan: MCH:1261
Council Region: Gympie Regional Council
Development: Single story detached dwelling
Lot Type: Rural
Lot Co-Ordinates: -26.37156,152.85416
3.0 Site Observations________________________________________________________
Site Observations Commentary
Retaining walls onsite? No
Existing structures onsite? No
Services onsite? No
Unretained batters >1H:3V? No
Site earthworks are complete? No
Zero boundary lot? Yes
Shallow rock onsite? (<1.0m below ground level) No
Terrain Observations Commentary
Approx. Slope Slight (2 - 5%)
Drainage Fair
Ground cover Grass with med - large trees
P Class Indicators Commentary
Trees onsite? Yes
Trees on adjacent lots or nature strip? Yes
Trees recently removed? Yes
Fill identified in BH logs? No
Low bearing capacity soils (<50kPa)? (Clause 2.1.3(a)) No
House recently demolished? (Clauses 1.3.3(a)) No
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4.0 Site Investigations_______________________________________________________
Fieldwork for the above project was carried out on 9/5/2022 and comprised the drilling of THREE (3) boreholes to a
maximum depth of 2.5m (or prior refusal). Boreholes were advanced using a Mechanical Auger(s).
Dynamic Cone (DCP) and / or Pocket Penetrometer (PP) tests were also carried out at each borehole location to assess
soil strength variation with depth (see BH logs for test details).
The available Geological Survey Maps showed the site to be underlain by Quaternary aged Alluvial Deposits. The
subsurface profile encountered in the boreholes is considered to be consistent with the geological map indications.
4.1 Soil Investigation Summary___________________________________________________________
Soil Classification Summary Commentary
Soil Classification M In the range of 20mm to 40mm.
P* Classification Yes due to abnormal moisture conditions – trees and recently
removed trees on site and trees on adjacent sites
FILL identified in BH Logs No AS2870 - 2011 - Clause 2.5.3(b(ii))
Calculated Ys Value (mm) 30mm
Calculated Yt Value (mm) 28mm
Site Classification “P” M
4.2 Laboratory Test Results________________________________________________________________
To obtain a correlated estimate of the characteristic soil surface movement (Ys) based on soil reactivity level, a sample
was collected from within a representative clay layer for further testing.
BH Depth (m) Liquid Limit Linear Estimated
Location Shrinkage Shrink Swell
Index (Iss)
3 0.3-0.6 37% 11.2% 2.8
4.3 Geology & Climate Zone_______________________________________________________________
A desktop review of Geological maps and / or online digital geological imagery has been carried out to determine sites
underlying geology and climate zone. Table 3 below provides results from this desktop study.
Base Geology: Quaternary aged Alluvial Deposits
Climate Zone: Zone 1
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4.4 Site Specifics____________________________________________________________________________
• This site contains significant trees which may affect the foundations of the proposed residence. Remove
existing trees and tree roots/material over the proposed building area. Any soft or loose material that
does not respond to compaction should be excavated to achieve a firm working base. Fill holes with
suitable fill compacted in 150mm (maximum) layers.
• This site contained significant trees that have been recently removed. The builder is to ensure all tree
roots/material over the proposed building area has been removed. Any soft or loose material that does
not respond to compaction should be excavated to achieve a firm working base. Fill holes with suitable
fill compacted in 150mm (maximum) layers.
• An engineer designed footing system in accordance with AS2870 2011 is recommended for this site
taking into consideration the effect of the trees in relation to the final house siting.
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5.0 Site Classification________________________________________________________
In accordance with AS2870-2011 “Residential Slabs and Footings Construction” a site classification of Class “P” is
applicable to this site due to abnormal moisture conditions – trees and recently removed trees on site and trees on
adjacent sites.
This site is subject to abnormal moisture conditions which must be alleviated or allowed for in the design of the footing
system.
In the absence of these abnormal moisture conditions, the designing engineer should recognise that the natural soils
encountered on this site result in a “Class M” site classification applying to this site.
On the basis of the findings in this investigation, including visual-tactile identification of the soil profile combined with
this writer’s local knowledge and experience, the characteristic surface movement (Ys) on this site – under normal
conditions – has been estimated to be in the range of 20mm to 40mm.
5.1 Ys – Characteristic surface movement________________________________________________
Based on the sub-surface soil profile and results from the laboratory testing, a soil classification Class M has been given
to the site, with an expected characteristic soil surface movement of (Ys) range between 20mm to 40mm. Please refer to
below table for details of site-specific variables used to calculate resultant Ys value.
Depth of Soil Suction Depth of Soil Ys – Characteristic
Climate Zone Soil Classification
Change (Hs m) Cracking (m) Surface Movement
Zone 1 M 1.8m 0.75m 30
5.2 Yt – Tree Effect_________________________________________________________________________
The Yst value has been calculated based on what was visually inspected on site at the time of fieldwork, taking into
consideration the proposed house siting (see Appendix A) and soil conditions as provided within this soil report. Existing
and recently removed property trees and/or trees planted within the nature strip of new and existing properties have the
potential to negatively influence the soil moisture conditions across areas of the house footprint within their zone of
influence. The zone of influence of trees is highly dependent on soil reactivity, tree type, potential growth, and tree
height at maturity along with its distance from the house siting. As a general rule-of thumb, a trees zone of influence can
be estimated using the QBCC guidelines.
To alleviate potential foundation issues relating to these variables, foundation designs should be site specific with future
tree growth in mind and include provisions for suitable site drainage. Where applicable, additional consideration should
be given to the effects of change in soil moisture conditions attributed to trees that have been recently removed.
5.3 Classification Note_____________________________________________________________________
This investigation is based on a limited geotechnical assessment. Should the subsurface conditions encountered during
construction vary from those described above, Intrax must be advised of these variations to provide comment or inspect
the site where necessary. Based on experience with similar soils and with reference to Table D1 of AS2870-2011, the use
of standard footings as presented in AS2870-2011 is only applicable to building with a loading and a construction style
similar that of a residential dwelling as described in section 3.1 of AS2870-2011.
In assessing the classification for this site, and unless specifically noted, this report has not considered any future tree(s)
to be planted as part of either site or roadside landscaping. If additional information is known by the owner, future
owner, any stakeholder, or any consultant, this information must be provided to the design engineer to ensure that the
footing system is adequate for the conditions which are expected.
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6.0 Foundation Design Recommendations_________________________________
Based on the site classification an engineer designed foundation systems is required at this site. The foundation systems
must be designed to cater for the potential movements associated with the drying effects of a tree or a group of trees.
The designer may adopt the classification of the site "Class M" for the purposes of determining the total Yt. The
designer should also pay close attention to any adverse scenario where the tree is removed and the subsequent heave
that could be expected under this scenario.
6.1 Maintenance Recommendations
In line with AS 2870-2011 Appendices A and B, the owner, future owner, any stakeholder, and any consultant, have a
duty of care to ensure that future landscaping will not contribute to an adverse impact on the footing system. Intrax
recommends reference to the following resources when planning landscaping works for the site:
• HEDRA – How to protect your house (https://bit.ly/3opoBQf)
• CSIRO – Foundation Maintenance and Footing Performance: A Homeowner’s Guide [2003]
(https://bit.ly/3qe0yGb)
• QBCC – A guide to preventing structural damage (https://bit.ly/2YqosTr)
6.2 Allowable Bearing Pressures___________________________________________________
The following allowable bearing pressures can be adopted for the soils listed in the table below. These bearing pressures
apply where typically the embedment is a minimum of 100mm into the specified material.
Maximum Allowable Bearing Capacity
Soil Type Indicative Founding Depth (mm)
(kPa)
Natural Clay1 Refer to Borelogs Refer to Borelogs
1
Natural Material – All-natural material given allowable bearing capacities denotes strength at optimum moisture
conditions. The potential presence of perched groundwater in soils may lead to construction difficulties during wet
weather. Please refer to Section 4.2 for site specific difficulties.
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7.0 Other Investigations_____________________________________________________
7.1 Wind Rating
An investigation of this site and the surrounding terrain has been conducted to determine the Wind Classification Design
Speed. The minimum serviceability and maximum design gust wind speeds for this site are 50m/s based on wind speed
calculations (Vh) for use in ultimate limit state design only (in accordance with the limitations as in AS4055 Section 1.2).
Wind Classification N3 In accordance with Table 2.2 AS4055 - 2012
With Design gust speed of 50m/s (AS4055 – 2012 Table 2.1)
Region B (AS4055 – 2012 Figure 2.1)
Terrain Category 2.5 (AS4055 – 2012 Section 2.3)
Shielding Classification Partial (AS4055 – 2012 Section 2.3)
Topographic Classification T0 (AS4055 – 2012 Table 2.3)
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8.0 General Site Notes_____________________________________________
1. All loose surface fill, all roots and all organic material are to be removed from the building platform.
2. Notwithstanding the recommendations made in this report, wherever footings are close to any excavations or
easements, that part of the footing must be deepened so that the projection from the underside of the footing to the
bottom of the excavations makes an angle not exceeding 30 degrees in sandy soils and 45 degrees in clayey soils (This
angle is measured from the horizontal). Steeper angles are not recommended unless sufficient testing and investigation
has been carried out to indicate otherwise or the foundations are founded in competent rock.
3. Care shall be taken with surface drainage of the allotment from the start of construction and must be well drained so
that water cannot pond beside or adjacent to footings. The drainage system shall be completed by the finish of
construction of the house in accordance with AS2870-2011 Clause 5.5.3 (a).
4. Proper site drainage is very important in reactive sites such as this site. It is therefore recommended that the ground
surface immediately next to the perimeter footings be graded away or site drainage issues be addressed. Should you the
client require detailed design for specific site drainage plans please do not hesitate to contact Intrax Consulting Group
Pty Ltd.
5. Any filling placed across the site to assist in levelling prior to slab construction should conform with the requirement
for either Controlled fill (Clause 2.5.3) or Rolled fill (Clause 6.4.2) AS 2870-2011. These clauses are as follows. If it cannot
be confirmed that the fill is Controlled Fill or Rolled Fill then the reader should refer to item (c).
A. Controlled Fill - Fill that will be required to support structures or associated pavements, or for which
engineering properties are to be controlled AS2870-2011. Refer Clause 2.5.3, Clause 2.5.3(a)(c) - (i.e: where a specification
has been provided on the type, quality and compaction requirements for filling at a site and the earthworks have been
deemed compliant with the specification)
B. Intrax has the express right to deem FILL uncontrolled where it cannot be clearly demonstrated that fill has
been placed under the above conditions. That is to say that it is a requirement of the developer/builder to demonstrate
fill placement has been placed in the appropriate layer thicknesses.
C. Rolled Fill - Rolled Fill consists of material compacted in layers by repeated rolling with an excavator or similar
equipment. The depth of rolled fill shall not exceed 0.6m compacted in layers not more than 0.3m thick for sand material
or 0.3m compacted in layers not more than 0.15m thick for other material AS2870-2011 Cl6.4.2(b).
D. Where the nature of the fill cannot be confirmed, this office must undertake an assessment of the fill or be
supplied with a suitable compaction report or geotechnical assessment of the fill to undertake an appropriate design for
the site if the fill is to be utilised as a foundation.
6. We advise that it is possible that some sites may still have the presence of isolated areas of original organic material
that may not have been fully removed during the subdivision earthworks development stage. Intrax will make every
effort to identify organic material within the soil profile, however due to the limitation on the number of boreholes for
each site investigation, it is possible that some of these pockets may escape identification. Intrax does not take
responsibility for isolated organic material that lies in areas outside our borehole locations, to the extent that these
pockets could affect the design or construction of the footing system.
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9.0 Conditions of Use of This Report
9.1 Report Limitations______________________________________________________________________
1. The recommendations in this report are based on the following:
a) Information about the site & its history, proposed site treatment and building type conveyed to us by
the client and or their agent
b) Professional judgments and opinions using the most recent information in soil testing practice that is
available to us.
c) The location of our test sites and the information gained from this and other investigations.
2. Should the client or their agent neglect to supply us with correct or relevant information, including information
about previous buildings, trees or past activities on the site, or should changes be made to the building type, size and
or/position, this report may be made obsolete, irrelevant or unsuitable. In such cases, Intrax will not accept any liability
for the consequences and Intrax reserves the right to make an additional charge if more testing or a change to the report
is necessary.
3. The recommendations made in this report may need to be reviewed should any site works disturb any soil
200mm below the proposed founding depth.
4. The descriptions of the soils encountered in the boreholes follow those outlined in AS1726-2017; Geotechnical
Site Investigations. Colour descriptions can vary with soil moisture content and individual interpretation.
5. If the site conditions at the time of construction differ from those described in this report then Intrax must be
contacted so a site inspection can be carried out prior to any footing being poured. The owner/builder will be
responsible for any fees associated with this additional work.
6. This report assumes that the soil profiles observed in the boreholes are representative of the entire site. If the
soil profile and site conditions appear to differ substantially from those reported herein, then Intrax should be contacted
immediately and this report may need to be reviewed and amended where appropriate. The owner/builder will be
responsible for any fees associated with this additional work.
7. The user of this report must take into account the following limitations. Soil and drilling depths are given to a
tolerance of +/- 200mm. Where spot levels or a feature survey have been undertaken, levels are given a tolerance of +/-
200mm.
8. It must be understood and a condition of acceptance of this report is that whilst every effort is made to identify
fill material across the site, difficulties exist in determining fill material, in particular, for example, well compacted site or
area derived fill, when utilising a small diameter auger. Consequently, Intrax emphasises that we will not be responsible
for any financial losses, consequential or otherwise, that may occur as a result of not accurately determining the fill
profile across the site.
9. The owner(s) and/or future owner(s) shall be cognisant of their responsibilities as outlined in AS2870-2011
Appendices A and B.
10. Intrax’s assessment of flooding is based on Government/Council planning and GIS data available at the time of
this investigation. Intrax has not made a site specific assessment based on height or hydrological data with reference to
the future flood risk at the property. Intrax does not guarantee that this site is free from flooding as further detailed
investigation may be required.
a) This report does not assess the potential for landslide, undermining or aggressive soils.
11. Unless specifically mentioned, this report has not considered the risk of subsidence caused by historical, current
or future mining activities.
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9.2 Variations to This Report______________________________________________________________
It is neither economically feasible nor practical to determine every subsurface feature on the site. Studies have shown
that a large number of boreholes leads to only a slight increase in probability of detecting hidden site features (such as a
filled well or cellar) in the foundation soils. As such, any variations, or discrepancies in soil type, colour, or horizon depth
must be reported to the Engineer immediately so that their potential influence on the footings may be assessed.
9.3 Loss or Damages________________________________________________________________________
Subject to the limitations of this report as expressed in Section 9.1, Intrax Consulting Group Pty Ltd will not accept
liability for loss or damage, consequential or otherwise, based on the recommendations of this report, other than for the
cost of re-assessment. This site classification assessment should not be considered a comprehensive analysis of the
subject site. Should a more detailed geotechnical assessment be required Intrax Consulting Group Pty Ltd can provide
such a report. Please contact Intrax Consulting Group Pty Ltd to discuss this further.
For and on behalf of Intrax Consulting Group Pty Ltd
p.p.
Robert Borzillo
BE (Civil) CPE MIE Aust
NPER
EC-38229
RPEQ: 11881
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Appendix A
Site Plan
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Appendix A
Site Plan
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Site Plan
Client Name: Imagine Kit Homes Pty Ltd Scale: NOT TO SCALE
Site Address: Lot. 188, No. 56, Reserve Street, Pomona, Qld, 4568 Date: 17/05/2022
Drawing Type: Lot Layout Job No: 187440
Garden Square, GF D2 643 Kessels Rd
Upper Mount Gravatt, QLD 4122
Phone: (07) 3067 0800
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Appendix B
Borehole Logs
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Appendix B
Borehole Logs
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Bore Log BH1
Site Address: Lot. 188, No. 56, Reserve Street, Pomona, Qld, 4568 Date Drilled: Drill Method MECHANICAL
Job # 187440 Technician A.S.B 09-05-2022 Drilled Depth (m) 2.60
Cons i
s tency PP Al l owa bl e
Depth Moi s tur Sa mpl DCP
Soi l Des cri pti on # 1 HORZ / (kPa Bea ri ng
(m) e e (bl ows /100mm)
Dens i ) (kPa )*
ty
0.1 3 70
0.2 2
0.3 2
0.4 3 100
0.5 3
0.6 3
0.7 3 100
0.8 3
0.9 A-Silty CLAY, (CH), grey, yellow, trace organics, high plast, stiff, moist A S 4
1
1.1
1.2
1.3
M
1.4
1.5
1.6
1.7
1.8
1.9
2
2.1
B-Silty CLAY, (CI/CL), grey, yellow, trace angular gravels, low plast,
2.2 B VS
very stiff, dry
2.3
2.4
2.5
2.6
2.7 End of Bore
Comment
Note * After Stockwell (1977)
COHESIVE STRENGTH NON COHESIVE SOIL STRENGTH ROCK STRENGTH WEATHERING
VS Very Soft VL Very Loose ELS Extremely Low strength RS Residual Soil
S Soft L Loose VLS Very Low Stength EW Extremely Weathered
F Firm MD Medium Dense LS Low Strength DW Distinctly Weathered
ST Stiff D Dense MS Medium Strength SW Slightly Weathered
VST Very Stiff VD Very Dense HS Hight Strength FR Fresh
H Hard
F Friable
SAMPLES: INSITU TESTING DRILLING TERMINOLOGY: MOISTURE
D = Disturbed Sample DCP = Dynamic Cone Penetrometer UTP = Unable to Penetrate D = Dry
UD = Undisturbed Sample PP = Pocket Penetrometer R = Refusal M = Moist
W = Wet
>PL = greater than plastic limit
COLOURS ~PL = Around plastic limit
Br = Brown Gr = Grey Yel = Yellow Or = Orange Wt = White <PL = Less than plastic limit
Rd = Red Bl = Blue Grn = Green Bk = Black
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Bore Log BH2
Site Address: Lot. 188, No. 56, Reserve Street, Pomona, Qld, 4568 Date Drilled: Drill Method MECHANICAL
Job # 187440 Technician A.S.B 09-05-2022 Drilled Depth (m) 2.60
Cons i
s tency PP Al l owa bl e
Depth Moi s tur Sa mpl DCP
Soi l Des cri pti on # 1 HORZ / (kPa Bea ri ng
(m) e e (bl ows /100mm)
Dens i ) (kPa )*
ty
0.1 2 70
0.2 2
0.3 3
0.4 3 70
0.5 2
0.6 3
0.7 3 100
A-Silty CLAY, (CH), grey, yellow, trace organics, high plast, stiff, moist A S
0.8 3
0.9 4
1
1.1
1.2
1.3
M
1.4
1.5
1.6
1.7
1.8
1.9
2 B-Silty CLAY, (CI/CL), grey, yellow, trace angular gravels, low plast,
B VS
2.1 very stiff, dry
2.2
2.3
2.4
2.5
2.6
2.7 End of Bore
Comment
Note * After Stockwell (1977)
COHESIVE STRENGTH NON COHESIVE SOIL STRENGTH ROCK STRENGTH WEATHERING
VS Very Soft VL Very Loose ELS Extremely Low strength RS Residual Soil
S Soft L Loose VLS Very Low Stength EW Extremely Weathered
F Firm MD Medium Dense LS Low Strength DW Distinctly Weathered
ST Stiff D Dense MS Medium Strength SW Slightly Weathered
VST Very Stiff VD Very Dense HS Hight Strength FR Fresh
H Hard
F Friable
SAMPLES: INSITU TESTING DRILLING TERMINOLOGY: MOISTURE
D = Disturbed Sample DCP = Dynamic Cone Penetrometer UTP = Unable to Penetrate D = Dry
UD = Undisturbed Sample PP = Pocket Penetrometer R = Refusal M = Moist
W = Wet
>PL = greater than plastic limit
COLOURS ~PL = Around plastic limit
Br = Brown Gr = Grey Yel = Yellow Or = Orange Wt = White <PL = Less than plastic limit
Rd = Red Bl = Blue Grn = Green Bk = Black
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Bore Log BH3
Site Address: Lot. 188, No. 56, Reserve Street, Pomona, Qld, 4568 Date Drilled: Drill Method MECHANICAL
Job # 187440 Technician A.S.B 09-05-2022 Drilled Depth (m) 2.60
Cons i
s tency PP Al l owa bl e
Depth Moi s tur Sa mpl DCP
Soi l Des cri pti on # 1 HORZ / (kPa Bea ri ng
(m) e e (bl ows /100mm)
Dens i ) (kPa )*
ty
0.1 2 70
0.2 3
0.3 2
0.4 3 100
0.5 3
0.6 3
0.7 4 100
0.8 3
0.9 4
1
1.1
A-Silty CLAY, (CH), grey, yellow, trace organics, high plast, stiff, moist A S
1.2
1.3
M
1.4
1.5
1.6
1.7
1.8
1.9
2
2.1
2.2
2.3
2.4 B-Silty CLAY, (CI/CL), grey, yellow, trace angular gravels, low plast,
B VS
2.5 very stiff, dry
2.6
2.7 End of Bore
Comment
Note * After Stockwell (1977)
COHESIVE STRENGTH NON COHESIVE SOIL STRENGTH ROCK STRENGTH WEATHERING
VS Very Soft VL Very Loose ELS Extremely Low strength RS Residual Soil
S Soft L Loose VLS Very Low Stength EW Extremely Weathered
F Firm MD Medium Dense LS Low Strength DW Distinctly Weathered
ST Stiff D Dense MS Medium Strength SW Slightly Weathered
VST Very Stiff VD Very Dense HS Hight Strength FR Fresh
H Hard
F Friable
SAMPLES: INSITU TESTING DRILLING TERMINOLOGY: MOISTURE
D = Disturbed Sample DCP = Dynamic Cone Penetrometer UTP = Unable to Penetrate D = Dry
UD = Undisturbed Sample PP = Pocket Penetrometer R = Refusal M = Moist
W = Wet
>PL = greater than plastic limit
COLOURS ~PL = Around plastic limit
Br = Brown Gr = Grey Yel = Yellow Or = Orange Wt = White <PL = Less than plastic limit
Rd = Red Bl = Blue Grn = Green Bk = Black
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Appendix C
Standard Plumbing Details
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Appendix C
Standard Plumbing Details
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MINIMUM REQUIREMENTS FOR
SEWER ARTICULATION
sire SEWER EXIT POINTS & ORG
Chass | DESIGN Ys MOVEMENT (mm)
SWIVEL EXPANDER
M Ys<40 0 0
H1 40<Ys < 60 1 1
H2 60<Ys 75 2 1
E Ys >75 2 1
NOTE:
EXPANDER REQUIRED ON ALL RISERS FOR (CLASS E, Ys >75mm
OR EQUIVALENT SITES
“EXPANDA” JOINT (LUBRICATED
WRAPPED IN 2 LAYERS OF 200
MICRON POLYTHENE & SEALED
WITH PRESSURE SENSITIVE TAPE
TO EXCLUDE SOIL PARTICLES).
(REFER TO SCHEDULE)
SEWER MAIN OR
BRANCH LINE
MIN 15 DEGREE BEND TYPICAL
“EXPANDA” JOINT (LUBRICATED
WRAPPED IN 2 LAYERS OF 200
MICRON POLYTHENE & SEALED
WITH PRESSURE SENSITIVE TAPE
TO EXCLUDE SOIL PARTICLES).
(REFER TO SCHEDULE)
NOTE:
REFER WAFFLE SLAB SCHEDULE
FOR REINFORCEMENT DETAILS
REMOVE PART OF VOID
FORM AS REQUIRED.
VERTICAL EXPANSION
JOINT REQUIRED FOR ‘E’
SITE ONLY.
DRAINAGE PIPE
SELECTED ARTICULATION JOINT, EG.
STORM PLASTICS “SWIVEL JOINT”
OR OTHER APPROVED FLEXIBLE
FITTING, TO BE INSTALL AS PER
MANUF'S SPECIFICATIONS, TYP.
(REFER TO SCHEDULE)
TYPICAL UNDER WAFFLE
SLAB PIPE DETAIL
SCALE = 1:20
NOTE:
REFER WAFFLE SLAB SCHEDULE
FOR REINFORCEMENT DETAILS
(44)| - — — — FJ
4 VOID FORM
LAGGING THICKNESS:-
25mm FOR H1 SITES& 40mm ON
—— “E" OR EQUIVALENT SITES
UNLESS NOTED OTHERWISE
SELECTED ARTICULATION JOINT, EG. STORM
PLASTICS “SWIVEL JOINT” OR OTHER APPROVED
FLEXIBLE FITTING INSTALLED TO MANUFACTURES
RECOMMENDATIONS. (REFER TO SCHEDULE)
TYPICAL PIPE THROUGH
FOOTING DETAIL - SECTION
SCALE = 1:20