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ES_173527_BR_1059006_Conv_Lot 497 10 HILL STREET SUNSHINE BEACH QLD(C) · MCU18/0006.02
Attached to the e-mail Hill Street .msg.
Attached to the e-mail Hill Street, .eml, inside Generally in Accordance Application MCU18/0006.02 - Cover email - Plans.
Foundation Design Report
Date : 2nd November 2018
Project Job Number : ES 173527 Amended 11/09/2019
Site Address : Lot 497 10 HILL STREET SUNSHINE BEACH 4567
Local Authority : SUNSHINE COAST REGIONAL COUNCIL
SP/ RP Number : RP 48112
The following client supplied information had been made avaliable to STA Consulting for the purpose of the soil test and foundation design :-
Property description and site address YES Evidence to ensure site is correct YES 2.0 Results of the Supplied Soil Test Report
The contours of the site YES The location of trees on the site and adjoining sites YES
Location and identification of existing overland flows The footprint of the proposed dwelling and platform levels YES 2.01 Site Classification
Location of proposed cut and fill line YES All relevant land searches
The following foundation design recommendations given have been determined based on the results of the supplied soil test report commissioned by others :-
STA Consulting Engineers have completed a review of all avaliable information as supplied at the time or writing this report.
1.0 Design Requirements and Specifications
1.01 Supplied Construction Details
Proposed Building Design Details Proposed Site Preparation Details
(supplied by our client) (stipulated by our client)
Double Storey Duplex Removal of Existing Dwelling This site has been classified:
Cladding Cut / Fill
Sheet Metal Roof Compaction of Disturbed Ground Class P/S
Concrete Ground Floor
Refer Soil Test Report
1.02 Site preparation
By
The construction pad is to be cleared of vegetation and loose material. Organic material, highly reactive clays and large rocks are not suitable for use as fill. Fill
is to be spread in 150mm deep layers and extensively track-rolled with a drott. Where trees are removed from the building area, the voids created by their Core Consultants Pty Ltd
removal must be excavated, back filled and compacted with suitable material. All fill must be placed in a controlled manner. Any fill should be placed to a dry
density ratio of 95% Standard AS 1289.5.1.1 for cohesive materials, or a density index of no less than 70% relative to AS 1289 5.5.1 for non-cohesive
Job No. J000594-001-R-Rev0
materials. All earthworks are to be undertaken in accordance with AS3798.
1.03 Edge Beam and Slab
Founding Material Embedment Depth
Edge Beam and Slab : Natural Medium Dense Sand 200 mm
Where the depth to suitable founding material is significant, excavated or drilled piers can be adopted. Where the length of drilled footing piers exceeds Note - This report can only be relied upon if accompanied by a complete copy of the soil test report undertaken by Core Consultants Pty Ltd and cannot be
1500 mm, they are to be reinforced with 4/N12 bars tied to an R6 spiral @ 150 mm pitch or equivalent & tied into the Edge Beam Footing cage. used on its own.STA Consulting Engineers accepts no responsibility for the results of the field investigation undertaken and site classification g iven for the site
Alternatively an equivalent pre-fabricated steel cage may be adopted. outlined within this report.
1.05 Masonry Articulation Where any proposed or existing trees fall within the zone of influence of the proposed structure, root barriers are to be installed unless it is shown that the
supplied soil test and nominated site classification as reported by Core Consultants Pty Ltd has taken into consideration the effects of trees.
For all articulated masonry veneer and articulated full masonry, articulation joints (full height - footings to eaves) are to be placed at no more than 10 metre
spacings (maximum) and shall comply with the requirements of Technical Note 61 (TN61) Articulated Walling August 2008 published by the Cement
Concrete & Aggregates Australia. Website :- http://www.concrete.net.au/index.php
STA CONSULTING ENGINEERS Client Site Address
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800 DJK Electrical Services Lot 497 10 HILL STREET SUNSHINE BEACH
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 Page 1 of 14
email: [email protected] webpage: www.staconsulting.com.au TBA SUNSHINE BEACH 4567 4567
STDCON 2014 14 05
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Page 2
Project Job No. 173527
(Not to Scale) Proposed Pool Piering Detail Legend :- S8
Issue Issue Description Date
Starter Symbols Descriptions
A Original Soil Test & Foundation Design 02/11/2018 Bars
'h' - Edge Beam Footing
Added Blocked Up Footing 2 Extra 'd' = 400 mm
Slab
B Added Freestanding Block Wall 10/07/2019 N12 Bars 'd'
Thickening 'w' = 300 mm
Amended Pool Layout 'h' = 300 mm
'w'
C 11/09/2019 Thickening
Amended Pool Layout and Retaining Walls Edge Beam
Reinforcement
Footing - Edge Beam Reinforcement
Edge Beam Piers to be 300mm 3L12 TM
EARTHWORK DESIGN PARAMETERS Proposed
Note: It is the builders responsibility to Reinforcement Below the Invert
of the Pool Pool
Nominated Site Works : Cut / Fill ensure the proposed retaining wall is not
undermined or disturbed during construction. 2 extra N12 Starter Bars - Slab Thickening Beam
'd' 'd' = 300 mm
Platform Height :- 40.500 m AHD at Thickening - Edge Beam
Freestanding Block Wall 'w' 'w' = 300 mm
Intersections
Additional Site CUT :- 0.500 m Boundary Line Refer Details on Page 5 - Slab Thickening Beam
1.0 m Existing Retaining Wall
Reinforcement 3L12TM
Additional Site FILL :- 1.000 m
Cut Fill
300
Note : Final platform heights must be in accordance Min - Slab Thickening
with the approved architectural drawings. Where heights/ Location
levels nominated above differ to the approved architectural
2.5 m
0.5 m
- Slab Thickening required
drawings, STA Consulting must be notified for review prior to m
0 under Load Bearing Wall
any works. Patio . 00
3.344 m
1
DESIGN PARAMETERS - 350 Dia. Edge Beam
Slab
Footing Piers
Boundary Line
Design Slab Length :- 19.540 m
Piers to be founded 300mm
Note : It is the builders responsibility to below the invert level of - 350 Dia. Slab Piers
accurately locate and mark the position the existing service lines
(As per Structural Design)
of the existing service lines prior to any
excavation.
Swimming Pool
- SL 82 Slab Mesh
Where conditions on site differ from Patio
those indicated in this report, STA Slab
Consulting Engineers is to be notified Step - Re-Entry Steel
3L12TM, 2.0m long
prior to construction.
The foundations have been designed - Re-Entry Steel
SL82 Mesh
to place no additional surcharge on
6 Wires, 2.0 m long
the existing service lines.
Proposed 300 series Blockwall
STA Consulting Engineers takes no - Column Locations
(Refer Structural Design)
responsibility for the accuracy of the
(As per Structural Design)
supplied as-constructed information.
- 450 x 450 Pad Footings
Sewer Line
Swimming Pool
10m
- 450 Diameter Isolated
Step Pad Footings
Patio
Slab
Articulation recommended here
to create separation between
pool shell and block wall
Footings As Per
Edge Beam
Patio
7.664 m
Slab
Existing Dwelling to be Removed
Cut Fill
Edge Beam
2.5 m
Footings
3.344 m
5m
1.0 m Estimated Cut / Fill Line
4m Existing Retaining Wall Retaining Wall Piering Detail
Boundary Line
3m Piers to be founded 300mm Piers to be founded 300mm
below the zone of influence below the invert level of
of the existing retaining wall the proposed pool.
2m
Drilled Piers to extend Retaining
300 mm below invert level
1m Wall
of existing/ proposed Retaining
Walls.
300
1m 2m 3m 4m Min
5m 10m
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567 4567 Page 2 of 14
email: [email protected] webpage: www.staconsulting.com.au
Page 3
Project Job No. 173527
Edge Beam Footing Detail Slab Thickening Detail Step Down Details Step Down Details
(Brick Veneer) (100 mm Maximum) (350 mm Maximum)
Slab Mesh 200 Min
300 200 Min
Slab Mesh 100 Slab Mesh Lap 100 Max Slab Mesh Lap
100
200
Starter Compacted Fill 350
300 100
Bar 200 Max
Compacted Fill
G.L Trench Mesh
100
150 Bedding Sand 300
Vapour Barrier as 50 mm Min.
400 100 300 200
per AS 2870
Trench Mesh 300
40
300
Drilled Pier
where required
Edge Beam Footing Detail
(External Clad Finish) Internal Footing Detail
350 Typical Load Bearing Wall Detail
Note : Slab thickening to be placed under or within 300 300
1.0 m of load bearing wall Load Bearing Party Wall &
300 Slab Mesh
Wall Starter Bars by others
Slab Mesh < = 1000
300
300 Starter Slab Mesh Compacted Fill Compacted Fill
Bar G.L G.L
Compacted Fill
G.L 100 *Starter
Bedding Sand Vapour Barrier as
Bar
Vapour Barrier as Bedding Sand per AS 2870
200 400
per AS 2870 50 mm Min. Compacted Fill
400 100 * One starter bar per location with the
next being in opposite direction
40 Trench Mesh
300 Trench Mesh
Trench Mesh
300
300
Notes :- Design Specification Table : Concrete Strength Table :
1. Bar Chairs are to be placed at 800 centres Maximum.
2. Slab Mesh to have 25 mm Top Cover. Steel Reinforcement Product Code Steel Strength Elements Concrete Strength Slump
F'c MPa (mm)
3. Slab Mesh to have 35 mm Edge Cover.
Slab Fabric SL82 500 Grade
4. Trench Mesh to have 40 mm Bottom Cover. Bored/ Drilled Piers 20 80 - 100
5. Reinforcement bars to have 40 mm Cover (around entire bar). Edge Beam & Thickening Reinforcement 3 L12 TM 500 Grade Strip Footing 20 80 - 100
6. Slab Edge and Internal ribs MUST be vibrated.
Starter Bars N12 [email protected] m c/c 500 Grade Slab On Ground
20 80 - 100
Garage/ External
Slab Thickness 100 mm Slab On Ground
20 80 - 100
Internal
Design Code : S8-27.6.2013
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH 4567
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567
STDCON.2014-14-05 Page 3 of 14
email: [email protected] webpage: www.staconsulting.com.au
Page 4
Project Job No. 173527
Typical Slab Edge Edge Beam to Patio
Post type indicative Thickening Detail Connection Detail
Only
Post Step 300
Slab Mesh as
Stirrup &Fixing
per main slab Slab Mesh Blocked-up Footing Detail
25 mm top cover
by others Patio Slab poured with (200 Series Blockwork)
the main slab area As per
Main Slab
200 100
Compacted Fill 500
min. Form up Edge or
Slab Fabric
Knock out Blocks
Lap slab mesh
100 300 min.
As per Vapour Barrier as As per 200 Slab As Per
Starter Bedding Sand
Edge Beam per AS 2870 Edge Beam Min X-Section
Bar 50 mm Min.
Trench Mesh
300 Strip Footing as per 300 30 Cover
edge beam 1600
Max
Drilled Pier Drilled Pier Reinforcement Bars (refer table below)
(where required) (where required) Min. 300 mm embedment into footing
Wall Height Reinforcement
0 - 600 N12's @ 1000 mm c/c
350 350
Patio Option A 600 - 1600 N12's @ 400 mm c/c
Reinforcement Bars
600 500 Min Embedment
400
Typical Slab Edge Edge Beam to Patio
Thickening Detail Connection Detail 3L12TM Top & Bottom
Post type indicative R6 Ligatures at 900 Centres
Only Ableflex or 40 Cover
Slab Mesh as
similar 300
per main slab 300
Post Step
25 mm top cover
Slab Mesh Notes:
Stirrup &Fixing
by others Patio Slab poured seperate Drilled Piers
Where Required - Retaining wall footings to be founded to the
to the main slab area As per
recommended founding material as per page
100 Main Slab
200 Compacted Fill
1 of the report.
min.
- All excavations to be finished cleaned and
Lap slab mesh 350 horizontal.
As per 300 min. Vapour Barrier as
Bedding Sand As per
Edge Beam Starter 50 mm Min. per AS 2870 - The retaining wall is not to be backfilled for
Edge Beam a minimum of 1 week after concrete core filling.
Bar
- All cores to be infilled with concrete grout -
Trench Mesh 18MPa minimum.
300 Strip Footing as per 300 - No surcharge is to be placed onto the wall
edge beam during backfilling.
Drilled Pier Drilled Pier
(where required) (where required)
350 350
Patio Option B
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH 4567
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567
STDCON.2014-14-05 Page 4 of 14
email: [email protected] webpage: www.staconsulting.com.au
Page 5
Project Job No. 173527
Freestanding Retaining Wall
(200 Series Blockwork)
Landscaping to prevent Spoon drain to
surface erosion suitable discharge
Compacted Low
N12 in the Top course
Permeability Layer
Below Top Block Line
Spoon drain to
Landscaping to prevent suitable discharge
surface erosion 200mm
Compacted Low
Permeability Layer
N12 Bars at 1000 Centres
200mm
Granular Non-Compressible
Free - Draining Back Fill.
Notes: Geotextile 30 Cover
600
Max
- Retaining wall footings to be founded to the Granular Non-Compressible
Free - Draining Back Fill. Geotextile
recommended founding material as per page
1600
1 of the report.
A.G. Drain to Reinforcement Bars as Max
FSL
Efficient Outflow per Table Below
- All excavations to be finished cleaned and
horizontal.
30 Cover
- The retaining wall is not to be backfilled for Reinforcement Bars
a minimum of 1 week after concrete core filling. 500 Min Embedment 600
400
- All cores to be infilled with concrete grout -
18MPa minimum. Clean Out Block
3L12TM Top & Bottom A.G. Drain to
R6 Ligatures at 900 Centres Efficient Outflow FSL
40 Cover
300
WALLS up to 0.6m HIGH
Reinforcement Bars
Step < 200mm 500 Min Embedment 600
400
Beam
Footing
D
1:10
Slope < 3L12TM Top & Bottom
R6 Ligatures at 900 Centres 40 Cover
Step > 200mm
but < 2D Retaining Wall Specifications
Wall Height Min Pier Depth Reinforcement Drilled Piers Refer
D Footing Beam to Table for Depth
0 - 600 N/A N12 Bars at 1000 Centres 450 Diameter Piers at 2.0m
1.5D 800 200 Centres, Reinforced with 4N12
N12 Bars at 400 Centres Bars with R6 Ligatures at 600 Centres.
1000 400
Horizontal and Vertical
Stepping Strip Footing 1200 600
1400 800 N16 Bars at 400 Centres
1600 1000 Horizontal and Vertical
300
Note* Footing & wall Cavity must be vibrated.
* Trench Mesh and steel reinforcement must have a minimum 500mm lap. 450
* All bottom steel must have 40mm bottom cover.
WALLS OVER 0.6m and up to 1.6m HIGH
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH 4567
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567
STDCON.2014-14-05 Page 5 of 14
email: [email protected] webpage: www.staconsulting.com.au
Page 6
Project Job No. 173527
TYPICAL DETAILS
Stepped Footing Detail
Typical Slab Edge
Step > 200 Extensions 300 Thickening Detail
but < 2 D or 25 bar diameters
Step < 200 Slab Mesh as
per main slab
25 mm top cover
Slab Thickness 100 mm
300 40
Extensions 300
Compacted Fill
1:10 or 25 bar diameters
Slope <
D
D 1.5 D 3L12 TM Bedding Sand
300 50 mm Min.
N12 Corner Bars
Corner Bars Wet Area Recess Details
Slab Mesh
25 mm top cover
Reinforcement 50 mm (Max) 100 mm (Min)
Recess
500
Require a lap of 500 mm
around outside corners of
footing reinforcement 500 Option A 500
Corner Bars
500
Slab Mesh
25 mm top cover
50 mm (Max) 100 mm (Min)
Recess
Require a lap of 500 mm
around outside corners of
footing reinforcement
500 Option B 500
Reinforcement
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH 4567
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567
email: [email protected] webpage: www.staconsulting.com.au STDWAF.2014.14.05 Page 6 of 14
Page 7
Project Job No. 173527
Technical Notes
Earth Works Specifications
Batter Angles for Embankments:-
Typical Edge Beam Piering Details It is the builders responsibility to ensure that the site works do not undermine or place additional surcharge on any existing structures.
If this can not be achieved STA Consulting Engineers must be contacted prior to any site works being undertaken.
Batter angles must comply with local government requirements and are to conform as follows (Figure 1). 'L'
Line
Figure 1. Ground
Natural
Option A - Bored Piers Fill Embankment 'H'
Fill
Edge Beam Footing
Cut
Slab Reinforcement
Slab Mesh 'H' Cut Embankment
Edge
Line 'L'
Ground
Natural Fill, H = less than 2.0m
Edge Beam
Material Type Stable Clay
Sand Silt Soft Soils
Footing
Drilled Pier (Refer Bore Logs) Rock Firm Clay Soft Clay
Embankment Slopes Compacted Fill 2:3 1:2 1:4 1:2 Not Suitable Not Suitable
(Height Length)
Refer page 1
Cutting 8:1 2:3 1:4 1:1 2:3 Not Suitable
Suitable Founding Material
of this report
Note: Retaining walls or other forms of soil retaining methods must be adopted where the slope ratio is greater than that
350 Min. indicated in the table above
350 Min.
Fill Material and Compaction:-
Organic material, highly reactive clays and large rocks are not suitable for use as fill. The fill is to be spread in 150 mm layers and extensively
1500 Max track rolled with a drott. All earthworks to be carried out in accordance with the full requirements of AS3798, Guidelines for Earthworks for
Commercial and Residential Developments.
Section NOTE - In the instances where by significant levels of filling are observed, there will always remain the posibility of tilt as a result of differential
settlement in the fill. Australian Standard (AS2870-2011) does not cater for tilting of the slab as a result of differential settlement within certified fil
nor does the Australian Standard address the possible occurrence when shallow foundations are adopted.
Drainage:-
The external finished surface surrounding the dwelling must be drained to move surface water away from the building and graded to give a slope
of not less than 50 mm over the first 1 m away from the building.
Reinforcement Specifications
Steel wire reinforcing fabric and bars to conform with AS1304 - Hard Drawn Steel Wire Reinforcing
Fabric for Concrete) and AS1302 - Steel Reinforceing Bars For Concrete.
Option B - Bulk Piers Lap Lengths
Trench Mesh - 500 mm in a straight line, or to the far face at "T" and "L" intersections
Steel Bars - "N" Bars - 35 times the bar diameter.
Corner Bars - required at all "T" and "L" intersections. Refer to the design drawings for
Edge Beam Footing the appropriate construction details.
Slab Mesh Reinforcement
Slab Slab Fabric - One full panel of the fabric, so as the two outer-most transverse wires of each sheet
Edge are overlapped. As shown on the below detail (Figure 2).
Figure 2. Slab Fabric Lap Details
or
200 x 200 Squares 200 x 100 Edge Square
Edge Beam
Footing
Bulk Pier Note :- Where external beams are wider than 300 mm, an extra equivalent bottom reinforcement bar
is required for each 100 mm additional width. For example, a 400 mm wide edge beam will require a
Suitable Founding Material
Refer page 1 minimum of 4 bar trench mesh (300 mm wide).
of this report
1.0 m Min. 1.0 m Min. Concrete Specifications
2.5 m Max. The concrete must have a strength at 28 days of not less than 20MPa unless otherwise specified on the foundation cross section, a 20 mm nominal
aggregate size and have a nominal 80 -100 mm slump. Water must not be added to the mix to increase the slump to a value in excess of that specified.
Section Concrete must be placed and compacted/vibrated with good building practice. In hot and windy conditions concrete must be cured by covering with
plastic sheeting, spraying with a liquid membrane curing compound or ponding water on the top surface. The concrete must be manufactured to
comply with AS3600 - Concrete Structures.
Shallow Rock, Boulders & Rock Outcrops
The depth of strip footings may be reduced where refusal on shallow rock, on a boulder or partially over a small rock outcrop is encountered.
Where this is less than 400 mm, top steel, corner bars and starter bars may be deleted. However before the beam depth becomes less than
400 mm, top steel is to be lapped 500 mm with the bottom steel. It is also required that a minimum edge beam depth of 200 mm be maintained
at all times. It is also recommended that the external walls are articulated at the start and end of the rock outcrop.
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567 4567
Page 7 of 14
email: [email protected] webpage: www.staconsulting.com.au
STDCON 2014-14-05
Page 8
Project Job No. 173527
Note : The final location of articulation joints may be revised on site at the discretion
Legend of the builder. The final location however MUST NOT exceed the maximum spacing
as nominated in section 1.05 of this report.
N.A.J Natural Articulation Joints
Note: Natural Articulation Joints (N.A.J) shown on plan at side of openings,
should be replaced with Articulation Joints where brickwork occurs above
opening. Natural Articulation Joints apply only to full height openings or
locations where a change in cladding material occurs
A.J Articulation Joints
Spoon Drain
Gully Pit
Grated Drain
Note: Gully pit to be confirmed on site
Root Barrier
Grade ground surface
for free drainage
Door
1 : 20 Fall
(min)
1 : 20 Fall
Window (min)
Notes:
1. Root barriers will be required where nominated on the
STA Consulting Engineers drainage / articulation plan.
Root barriers may also be required if future tree planting
(As per Structural Design)
is to be undertaken.
Swimming Pool
2. STA Consulting Engineers recommends that an arborist or
a professional specialising in root barriers is consulted before
installation of root barriers with relation to location and depth.
3. Root barriers are to be made from impervious, durable
material that can withstand burial in soil for extended periods.
STREET
The depth of the root barrier is greatly dependent on the tree
Driveway
species.
4. Root barriers are not to be installed any closer than 2m from
(As per Structural Design)
the proposed dwelling foundations.
Swimming Pool
5. STA Consulting Engineers takes no responsibility for existing
trees being damaged or destabilized by the installation of
root barriers.
6. The ground beneath suspended floors must be graded
so that the area beneath the building is above the adjacent
external finished ground level.
7. Pipe dimensions, gully pit sizes are to be in accordance
with AS 3500.5.2000
8. It is NOT recommended that garden beds be located
1 : 20 Fall
against the foundations of the proposed dwelling.
(min)
9. The maintenance of the building and site is the responsibility
of the home owner, therefore he or she should be familiar with Gully Pits directed to
these requirements a suitable outflow
10. This drainage plan is a guide only and local government
by-laws and regulations take precedence. Please consult a
plumbing contractor specialising in drainage if in doubt. No water is to pond between pool & dwelling
STA Consulting Engineers can be contacted if more detailed
drainage plans are required.
11. Local Government by-laws and regulations may require
changes to these recommendations. When this is the case,
STA Consulting Engineers is to be contacted immediately
for an amendment.
12. It is the builders/ home owners responsibility to ensure the
drainage system is extended/ adapted where additional structures
such as sheds, patios, swimming pools etc... are incorporated
after the dwelling construction and in the long term.
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567 4567
Page 8 of 14
email: [email protected] webpage: www.staconsulting.com.au
STDCON 2014 14 05
Page 9
Project Job No. 173527
Root Barriers
TREES AND FOUNDATIONS Existing Tree
Possible Cracking/ Rotation
in masonry walls
1. Introduction Cracking in
brick work
Dwelling
Dwelling
The potential effect of trees on house foundations is now widely documented, however the following G.L G.L
is a brief overview on the impacts trees can cause along with some comment in regards to possible
measures in reducing or mitigating these effects.
Depth determined
by H's Zone
Root Barrier
Trees and large shrubs typically require substantial volumes of water/ moisture to survive, some more so
than others. Therefore when designing or constructing a new dwelling where trees are located within the
vicinity, an allowance for the potential drying effect from trees must be considered.
Whilst still a problem, the concern when designing foundations is not so much the roots of trees passing under
the slab and lifting as most people have seen on pathways etc.. Rather trees in the vicinity drawing on the
extra moisture under the slab area, that would typically remain at a balance where trees do not exist. Figure 2. Case A - Existing tree managed on property.
Figure 1. Case A - Unmanaged tree on property
With the trees absorbing this additional moisture, the potential for clays to shrink is exacerbated, thus
imposing further stresses on the foundations and the potential for damage where allowances have not
been made.
Existing Tree
Existing Tree
2. Site Classification & Trees
Boundary Fence
Boundary Fence
In accordance with AS2870-2011, where trees are within the vicinity of a proposed new construction, extension etc..
Trees must be considered when determining the site classification. This can be done in two ways :- Cracking in
brick work
Adjoining Property
Adjoining Property
a) The site is to be classified as class P (Problem Site) per Section 2.1.3 (e) & (f Dwelling
- the site may be subject to moisture changes due to site conditions more severe than normal conditions. Dwelling
G.L
G.L
- the site may be subject to other factors resulting in foundation movement beyond the reactive soil movements
resulting from moisture changes due to the normal site conditions.
Depth determined
by H's Zone
or
b) The site is to be classified based on the potential characteristic surface movement of the soils identified (Ys), Root Barrier
however the (Yt), potential surface movement due to tree induced suction change is also to be calculated and Figure 3. Case B - Unmanaged tree on neighbouring property Figure 4. Case B - Management of tree on neighbouring property using root barriers.
effectively added to the determined (Ys) value. This clearly increases the (Ys) value, potentially increasing the
nominated site classification by one or two classes.
3. Designing Foundations in Vicinity of Trees Existing
Dwelling Vacant
Vacant
The approach for designing foundations where trees are influencing the site conditions can be done in a number
of ways, such as, but not limited to the following :- Root
Barrier
Remove problem trees - this is the most cost effective option, however does come with limitations. The main being
time. If trees are to be removed for the sake of reducing the site classification and potential costs associated, it is
required the site be left for up to a minimum of two full seasonal changes to allow the moisture content within the soil
to stabilise as the trees are no longer drawing on the moisture, thus potentially creating a rebound effect.
Design extensively heavier foundations. By doing this you are simply designing foundations to accommodate the exacerbated
Shrinkage movement caused by trees within the vicinity of the construction. This method can be fairly costly. Vacant
Existing
Dwelling
Install an appropriately designed and recognised root barrier system. This is to be installed to a set minimum depth, typically
2.0 metres or more depending on the sites regional locality. The barrier system is to be positioned between the proposed/ existing
dwelling and the influence trees. It is not uncommon for the barrier system to be installed on at least three sides per fig.4.
The root barrier system is to be installed by an appropriately qualified person/s providing Compliance Certification in the way of
a Form 15 (Compliance Certificate for Building Design or Specification) and Form 16 (Inspection Certificate). Where the contractor
Cannot provide the nominated certificates, an alternative contractor should be commissioned.
Examples of typical case scenarios using root barrier systems are shown in the attached figures.
Street
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH 4567
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567
email: [email protected] webpage: www.staconsulting.com.au Page 9 of 14
Page 10
Project Job No. 173527
Plumbing Guidelines
Edge Beam and Slab Thickening Pipe Penetrations
Edge Beam Footing Slab Thickening
Slab Surface
Not Allowed Slab Fabric
Not Allowed D/3 Not Allowed
Refer Detail
Pipe and Lagging Pipe and Lagging Below
Allowed D = Depth of Footing + Slab
D/3 Allowed Pipe and Lagging
Providing Min Footing Depth
Maintained Below Pipe
Nominated Footing Reinforcement
Depth Must be
Refer Detail Maintained Below Allowed Refer Detail
D/3
Below Pipe Below
Notes: Base of Footing
Allowed The edge beam or slab thickening reinforcement shall not Allowed
be cut to allow for the placement of pipes. If the pipe is to
be located in this area the footing must be excavated
Where the Pipe deeper to allow for the placement of the reinforcement.
Passes Beneath
300 Min The edge beam must not be jackhammered for the
the Footing, Piers
placement of pipes.
are to be Placed
When the pipe penetrates the footings or
in this Area
slab thickenings within the lower 1/3 they
must be excavated deeper to maintain
the cover as specified.
Local Deepening of Edge Beam Footing or Slab Thickening
Edge Beam Footing Slab Thickening
Slab Mesh
Trench Mesh
40 mm Min Cover
40 mm Min Cover
Nominated Depth
Pipe and Lagging
40 mm Min Cover 1000 mm 1000 mm
Extra Depth
Reinforcement
Nominated Footing 40 mm Min Cover
When the pipe penetrates the footings or
Depth slab thickenings within the lower 1/3 they
Pipe and Lagging must be excavated deeper to maintain
When the pipe penetrates the footings or
the cover as specified.
40 mm Min Cover slab thickenings within the lower 1/3 they
Extra Depth must be excavated deeper to maintain
40 mm Min Cover the cover as specified.
Reinforcement
Service Line Location and Piering
Minimum Pipe Lagging
The service trenches must not
be located within the zone of Zone of
T influence of the footings. Influence
Alternately the edge beam
CLASS LAGGING THICKNESS (T) be piered below the zone of 45 Degrees for Clay Soils
influence of any services. 30 Degrees for Sand Soils and Fill
S, M 20
300 Min
H1, H2, E 40
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567 4567
Page 10 of 14
email: [email protected] webpage: www.staconsulting.com.au
STDCON 2014-14-05
Page 11
Project Job No. 173527
Plumbing Guidelines
Detail 1. Scale: 1:25 Detail 2. Minimum Heights of Slabs Above
Services Under Slab Services Under Slab Ground for Habitable Rooms
- 150 For High Side of Well Drained Sites
Edge Beam Relief Gully - 300 For Level, Poorly Drained Sites
Stainless Steel Strap and Bolts Fixed
All Slab to Reinforcing Steel. Only to be Lowest
Penetrations to Termite Protection to AS 3660.1 Used Where Fill Material Depth Fixture
be Sealed to Exceeds 900 mm Under Wet Areas.
Relief Gully Trap to be Min.
AS 3660.1
150 Below Lowest Fixture
FLOOR LEVEL
Fall
(min)
50
Min 1:20
(50 mm over 1.0 m)
75
Ground Level
to be 75 Below
Top of Gully Trap
(max)
600
Stainless Steel Strap
and Bolts Fixed to
Reinforcing Steel. Drainage Channel Must
Only to be Used be Wide Enough to Take All
Where Fill Material Water Without Flooding the Spacing For Straps:
Dwelling Pier For Pipes > Ø 100 mm Max Spacing 1200 mm Max
Exceeds 900mm Under
Pier
Wet Areas. For Pipes <= Ø 100 mm Max Spacing 1000 mm Max
Spacing For Straps:
For Pipes > Ø 100 mm Max Spacing 1200 mm Max
For Pipes <= Ø 100 mm Max Spacing 1000 mm Max
Strap Spacings
Strapping of under slab pipework is required where uncompacted fill Detail 3.
Underslab Plumbing has been identified or as a result of cut / filling operation in the
Downpipe Articulation For
construction of the building pad. Strapping is to be placed where the
Plumbing, sewage and drainage services shall be located and installed so as to ensure:
- The functioning of the footings and slabs on-ground are not impared.
fill depth excededs 900mm.
Uncompacted fill being material that is not natural ground or having had
"M' Soil Classification
- The functioning of the services themselves are not impared.
Water pipes must not be laid horizontally in slabs, but may be placed vertically as a
compaction as AS 3798 (Level One Supervision)
penetration, as detailed above. 1. For main drains Ø >100 mm strapping to be placed at the head and
then at 1200mm max. spacing.
Notes: 2. For smaller pipework Ø <100 mm (eg sink & floor waste), Strapping
to be placed at the head and then at 1000 mm max. spacing.
1. All plumbing (within & beyond the footprint of the slab & footings) to be constructed 3. For pipework passing under the footing, place strapping as 90 mm
Downpipe
in accordance with AS3500 - National Plumbing & Drainage code. close as practicable to the inside edge of the footing.
2. All PVC pipe work passing horizontally through concrete must have 20 mm for 'H' or
4. For pipework passing through the footing, place strapping at Slip Joint
40 mm lagging for 'E' sites. Sleeves allowing equivalent movement may be used as an
1200 max. from inside edge of the footing. Coupling
alternative.
3. Corrugated flexible PVC pipe should not be used for sanitary (sewer) pipes as it is not 100 (min)
able to expand to accommodate soil movement.
100 (min)
Advice to Plumbers Typical Detail
Ensure that no piers are accidentally dislodged during trench Backfilling of Trench
excavation. If this happens, advise site supervisor immediately.
Backfill with compacted clay soils
or equivalent to form an impermeable
Construction Sequence layer to all trenches within 1500 mm of
the building
100 mm
Pier
Underground
1. Pad Leveled Stormwater Line Note: The slip coupling joints may be
Minimum
2. Slab Set Out Natural Surface substituted for flexible sub-surface pipes
300
3. Under Slab Plumbing which comply with AS/NZS3500.3 and
4. Piering and AS/NZS 2566.1
5. Steel Up
Varies
Backfill
Depth
6. Concrete Pour Approved bedding
materials to
appropriate cover
Site Classification
P/S
Clay Plug to full
depth of bedding Note: If the site is classified as a Class
at footing zone
Width Varies
P the plumbing it to be done as per the
soils characteristic reactivity noted on
Typical Trench Detail page 1 of the report.
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH 4567
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567
email: [email protected] webpage: www.staconsulting.com.au Page 11 of 14
STDCON.2014-14-05
Page 12
Project Job No. 173527
Section 5 - Drainage & Articulation Requirements
Wall /Eaves Junctions
Typical Vertical Articulation Joint Details
Single Skin Masonry Cavity Wall Extendible Anchors
Compressible foam joint
filler and mastic-backing Eaves Detail - Roof Supported On External
built in by bricklayer Leaf of Masonry Wall
Boxed or (horizontal) soffit-lined eaves
External wall supports roof structure
eaves supoort framing, fixed to roof
framing and not masonry wall
Alternative raked
eaves lining
Horizontal eaves lining
Optional cover moulding fixed Eaves lining above external External masonry wall
to supporting timber for wall and window/door heads stops under eaves lining
Mastic sealant horizontal eaves or rafter/
top plate for raked eaves
Alternative Articulation Joint Detail
For External Masonry Wall
Masonry expansion Gap formed by
(Sliding/extendable) tie temporary filler
Wall /Ceiling Junctions
Backer rod*
Elastomeric sealant
10mm
Perimeter Wall With Framed or Trused Roof
*Open-cell polyurethane or
closed-cell polyethylene (Internal wall with framed roof similar detail)
to ensure proper sealant Cornice fixed to roof framing only Internal Wall With Trussed Roof
10mm minimum
dimensions allowing movement of masonry wall Bottom chord of roof truses
Fixing of Window /Door Frames at Articulation Joints Gap sufficient Cornice fixed to roof
to allow for truss only allowing
expected movement movement of
masonry wall
Note:
Various tie types
available
Masonry expansion tie Architrave conceals join on inside
screwed to window frame
Window/Door frame
Cover moulding conceals
articulation joint on outside
Gap
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH 4567
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567
STDCON.2014-14-05
email: [email protected] webpage: www.staconsulting.com.au Page 12 of 14
Page 13
Project Job No. 173527
Typical Pathway and Driveway Details
Typical Joint Layout Typical Joint Details
IJ CJ CJ CJ CJ CJ CJ CJ IJ
Path IJ IJ IJ IJ IJ IJ IJ IJ CJ Typical Control Joint
Control joints to be place in Typical Construction Joint Crack-Induced Joint (Saw cut, Insert or Tooled)
CJ
IJ concrete paving at a ratio Stop board to form joint and Saw cut, insert or tooled joint
IJ CJ no greater than 1:1.3 allow compaction of concrete (No sealant required)
Reinforcing mesh 50 mm 50 mm
continuous across joint
CJ
Existing Dwelling IJ
IJ CJ 30 mm cover to mesh 0.25 to 0.33T 30 mm cover to mesh
CJ Slab Thick.
IJ
100 mm
CJ (T)
IJ Induced crack
IJ IJ IJ IJ Roughest first-cast face
IJ CJ CJ CJ IJ Path
CJ
CJ
Note : Where 1:20 fall away from garage
cannot be acheived a grate drain is to
IJ be installed
IJ
CJ Typical Control Joint
Potential crack
Double Garage IJ Key Joint (Pressed-Metal or Formed)
if CJ used IJ IJ Potential crack
Optional coloured cover strip Typical Expansion Joint
instead of IJ IJ CJ if CJ used
instead of IJ LEGEND (No sealant required) Suitable silicon or
CJ polyurethane sealant
Isolation Joint 0.5L
to prevent ingress of dirt.
Extend pavement here to Expansion Joint 40 mm 40 mm Dowel
CJ CJ avoid acute angles 300 mm
Control Joint
30 mm cover to mesh 40 mm 30 mm cover to mesh
3 m Max CJ 3 m Max
Slab Thick.
CJ Joints perpendicular to slab edge 100 mm
to avoid acute angles (T) Bond-breaking
3 m Max CJ Propriety pressed-metal 0.5T compound
key joint to suit slab thickness 25 mm
CJ
10 mm minimum thickness Cap required
compressible filler material for expansion
for full depth of pavement
EJ if length greater than
15 m, Otherwise CJ EJ
Residential Driveways
Typically :-
2700 - 5000 wide
3 m Wide driveway
Typical Isolation Joint
CJ Varies
Abuting structure or
other pavement Mininum Steel Requirements :-
Height to allow clearance to
weep holes, flashing, Site Classification Reinforcement
900 mm damp-proofing course, Class 'S' SL 62
CJ Transition termite barriers etc Suitable silicon or
polyurethane sealant Class 'M' SL 72
30 mm cover to mesh to prevent ingress of dirt Class 'H1' SL 82
Slab Thick. Class 'H2' Site specific design required
Note : Cross over to be in 100 mm 10 mm thick compressible
accordance with local authority (T) filler material for full depth Class 'E' Site specific design required
requirements of pavement
Class 'P' Site specific design required
Lip of kerb
Fall - 25 mm over the
first 1 m from building
600 mm 600 mm
Kerb Kerb
Transition Transition
Floor level at least 150 mm Floor level at least 75 mm
above finished ground above external sealed area
Fall Drain Typical Cross Over Plan View
STA CONSULTING ENGINEERS
Brisbane North (Milton) (07) 3071 7444 Brisbane South (Rocklea) (07) 3071 7444 Gold Coast (07) 5522 1995 Mackay (07) 4960 4800
Client
DJK Electrical Services
Site Address
Lot 497 10 HILL STREET SUNSHINE BEACH 4567
Townsville (07) 4766 8741 Rockhampton (07) 4994 9810 Newcastle (02) 4032 6450 TBA SUNSHINE BEACH 4567
STDCON.2014-14-05
email: [email protected] webpage: www.staconsulting.com.au Page 13 of 14
Page 14
Project Job No. 173527
Department of Housing and Public Works 6. Competent person details Name (in full)
A competent person for building work,
Form15—Compliance certificate for means a person who is assessed by the
building certifier for the work as competent
Angelo Iancu
Company name (if applicable) Contact person
building design or to practice in an aspect of the building and
specification design, of the building work STA Consulting Engineers Nicole Strano
specification Version 4 – July 2017 because of the individuals skill, experience
and qualifications in the aspect. The
Phone no. business hours Mobile no. Fax no.
competent person must also be registered (07) 3071 7444 N/A (07) 3876 2763
or licensed under a law applying in the Email address
NOTE: This is to be used for the purposes of section 10 of the Building Act 1975 and/or section 46 of the Building State to practice the aspect.
Regulation 2006. [email protected]
If no relevant law requires the individual to
RESTRICTION: A building certifier (class B) can only give a compliance certificate about whether building work be licensed or registered to be able to give Postal address
complies with the BCA or a provision of the Queensland Development Code (QDC). A building certifier (Class B) the help, the certifier must assess the
can not give a certificate regarding QDC boundary clearance and site cover provisions. individual as having appropriate 241 Milton Road, Milton
experience, qualifications or skills to be
1. Property description Postcode 4064
Street address (include no., street, suburb / locality & postcode) able to give the help.
This section need only be completed if Lot 497 10 HILL STREET SUNSHINE BEACH 4567 Licence or registration number (if applicable)
details of street address and property If the chief executive issues any guidelines
description are applicable. for assessing a competent person, the
building certifier must use the guidelines Angelo - BSc PEng MIEAust (Civil, Structural) AGS RPEQ 4425
EG. In the case of (standard/generic)
when assessing the person.
pool design/shell manufacture and/or Lot & plan details (attach list if necessary)
patio and carport systems this section 7. Signature of competent person Signature Date
may not be applicable.
RP 48112 This certificate must be signed by the
The description must identify all land In which local government area is the land situated? individual assessed by the building certifier
the subject of the application. as competent.
SUNSHINE COAST REGIONAL
The lot & plan details (eg. SP / RP) are 12 September 2019
shown on title documents or a rates
notice. The Building Act 1975 is administered by the Department of Housing and Public Works
If the plan is not registered by title,
provide previous lot and plan details. Section 7 Certification of Soils and Design Report - Obligations of the Home Owner/ Occupier
2. Description of Component/s
Certified Foundation Design (including Retaining Walls if incorporated within the report ) The performance of the footings and slab or both is largely depended upon a responsible approach by the builder and owner/occupier towards vegetation
Clearly describe the extent of work and site drainage.
covered by this certificate, e.g. all
Project Job Number ES 173527incorporating pages 1 through to 14.
structural aspects of the steel roof beams. THE DESIGN DOCUMENTATION REFERENCE GUIDE VERSION 6002 2.1. (Download PDF copy from www.staconsulting.com.au)
3. Basis of Certification 1. Is part of this Foundation Design Report and this Foundation Design Report cannot be relied on without it;
Detail the basis for giving the certificate Design Criteria - 2. Must be read and understood by the builder;
and the extent to which tests, NCC - National Construction Code of Australia. 3. Contains requirements and recommendations, and all requirements and recommendations must be complied with by the builder;
specifications, rules,
AS1170.2-2011 SAA Loading Code.
standards, codes of practice and other THE HOME OWNERS REFERENCE GUIDE VERSION 6002 1.1 (Download PDF copy from www.staconsulting.com.au)
publications, were relied upon. AS3600-2009,Concrete Structures.
SAA HB28-1997 The Design of Residential Slabs and Footings. 1. Is part of this Foundation Design Report for the use of the homeowner/occupier;
AS2870-2011 Residential Slabs & Footings. 2. Must be read and understood where appropriate by the homeowner/occupier;
AS4055-2012 Wind Loads For Housing. 3. Contains requirements and recommendations, and all requirements and recommendations must be complied with by the homeowner/occupier;
AS1726-1993 Geotechnical Site Investigations.
The home owner must also familiarise themselves with the information sheet Foundation Maintenance and Footing Performance : A Home Owners Guide
Building Technology File 18 (Formerly known as Information Sheet 10-91), prepared by John Lewer FAIB, MIAMA, Partner, Construction Diagnosis and
produced by the CSIRO. The following document can be viewed at the following link :-
4. Reference Documentation
Clearly identify any relevant Project Job Number ES 173527.
http://www.publish.csiro.au/Books/download.cfm?ID=3612
documentation, e.g. numbered structural
engineering plans. Reference Documents :- Where there is ANY FAILURE of the builder or homeowner/occupier to comply with the above obligations then the RESPONSIBILITY for ANY FAILURE
Geotechnical Investigation by Core Consulting Pty Ltd rests with the builder or homeowner/occupier.
Job Number J000594-001-R-Rev0
Any concerns understanding the information provided within this document, please contact STA Consulting Engineers and a representative will assist in
providing further clarification.
I hereby certify STA Consulting Engineers Job Number ES173527 , incorporating pages 1 through to 14.
5. Building certifier reference number Building certifier reference number Digitally signed by
Structural Department
DN: c=AU,
st=QUEENSLAND, l=Milton,
Angelo Iancu, BSc PEng MIEAust (Civil, Structural) AGS RPEQ 4425 o=STA Consulting
Engineers, cn=Structural
Department,
email=structural.dept@stac
onsulting.com.au
Date: 2019.09.12 09:55:50
+10'00'
LOCAL GOVERNMENT USE ONLY Client
DJK Electrical Services
Date received Reference Number/s TBA SUNSHINE BEACH 4567
Page 14 of 14
Used in these records
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