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Appendix A - Preliminary Engineering Plans
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Log in to see the plans as drawn DANYA COOK TOWN PLANNING
Appendix A
Preliminary Engineering Plans
Prepared by Blackall Range Consulting Engineer
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Page 2
RESIDENTIAL & LIGHT COMMERCIAL FOOTINGS - CONSTRUCTION NOTES TIMBER NOTES:
CLIENT DETAILS: B & M GOULD 1. All workmanship and materials shall be in accordance with the requirements of the relevant current Australian 1. All timber design and construction shall be in accordance with AS1720 & AS1684 U.N.O.
Standard Codes (AS3600-2001 & AS2870-1996), Building By-Laws and the ordinances of the relevant Local Authority. 2. Softwood shall be min. Stress Grade F5 U.N.O. Hardwood shall be min. Stress Grade F14 U.N.O.
2. Concrete Footings and Slab (due to exposure) 3. External timber shall be either hardwood - Durability Class I or II, or impregnated pine Grade 7,
i) Concrete Class - Minimum 20 MPa at 28 days pressure treated to AS1604 and re-dried prior to use. Supplementary treatment shall be applied to all
PROJECT DESCRIPTION: ALLOTMENT RECONFIGURATION Slab on ground with - 20 nominal maximum aggregate size cut surfaces. Details of preservative treatment shall be provided to the Engineer.
damp-proof membrane - 80 maximum slump +/-10mm 4. Timber Trusses shall supplied be pre-cambered an amount equal to the applied dead load deflection.
PROJECT LOCATION: LOT 401 & 402 HAY STREET ii) Concrete Class - Minimum 25 MPa at 28 days Thee (3) copies of the "shop" drawings are to be submitted to the Engineer for checking and for
submission to the Local Gov. Authority. The design loads on roof, ceiling, truss node points and
Footing non-aggressive - 20 nominal maximum aggregate size
amount of pre-camber provided are to be clearly showing on drawings.
LOCALITY TEWANTIN soil
iii) Concrete Class
- 80 maximum slump +/-10mm
- Minimum 32 MPa at 28 days
5. All bolts in timber construction shall be minimum M12 U.N.O and bolts, nuts and washers shall be
hot dip galvanised. Bolt holes drilled in timber shall be exact size for bolts. Washers under bolt head
GENERAL Footing-aggressive soil - 20 nominal maximum aggregate size and nuts shall be at least 2.5 times bolt diameter.
1. These drawings shall be read in conjunction with all other Consultants Drawings and Specifications. (1km - 50 km from coastline) 6. Timber dimensions on the finish width and thickness of timber to be:
- 80 maximum slump +/-10mm
2. Before proceeding with the works any discrepancies in the Engineering Drawings shall be referred iv) Concrete Class - Minimum 40 MPa at 28 days a. Seasoned Softwood +5.0, -0 mm
for decision to the Engineer. b. Unseasoned Softwood >F7 +3.0, -3 mm, <F7 +2.0, -4.0 mm
Footing-aggressive soil - 20 nominal maximum aggregate size
3. Setting out dimensions and sizes of Structural Members or Elements shall not be obtained by
(Upto 1km from coastline) c. Seasoned Hardwood +2.0, -0 mm
Scaling the Structural Drawings - 80 maximum slump +/-10mm
v) Concrete Class - Minimum 32 MPa at 28 days for internal slabs d. Unseasoned Hardwood +3.0, -3 mm
4. Any setting out dimensions shown on the Engineering Drawings shall be checked by the Contractor
before construction works commences. - Minimum 40 MPa at 28 days for external slabs (reference also Clause 1.6.2 in AS2082)
Suspended slab
5. During construction the structure shall be maintained in a stable condition. Construction loads 7. All timber joints and notches shall be 100mm minimum away from loose knots, severe sloping grain
- 20 nominal maximum aggregate size
must not exceed the capacity of the structure at the time of loading. If in doubt ask the Engineer. gum veins or other minor defects.
6. All workmanship and materials shall be in accordance the requirements of the current - 80 maximum slump +/-10mm
3. Concrete Slab (due to abrasion) 8. All details not shown on the Engineering Drawings shall be in accordance with AS1684 - 1996
editions including Amendments of the relevant SAA Codes of Practice, except as i) Footpaths & residential driveways - Minimum 20 MPa at 28 days Residential Timber Framing Code and best practices.
varied by the Contract Documents and of the By-Laws of the Local Government Authority.
ii) Commercial/Industrial floors no vehicular traffic - Minimum 25 MPa at 28 days 9. Roof Trusses
7. Wind Loads for this Project have been determined in accordance with AS1170.1 - 2002
A design certificate is to be provided prior to truss manufacture and signed by Truss Engineer (RPEQ).
8. Permanent, imposed and other loads (Dead & Live) for this Project have been determined in iii) Light pneumatic tyred traffic up to 3 t - Minimum 25 MPa at 28 days Once the trusses are installed the Truss Engineer shall provide a certificate indicating that the trusses
accordance with AS1170.2 - 2002. iv) Other pneumatic tyred traffic over 3 t - Minimum 32 MPa at 28 days have been installed as required. The certificate shouls also indicate and cover all bracing and tie-down req'd.
9. A Site Classification for this Project was determined in accordance with AS2870 - 1996
v) Non-pneumatic tyred traffic - Minimum 40 MPa at 28 days STRUCTURAL STEELWORK
SITE CLASS FOUNDATIONS Surface Movement (ys) 4. Minimum Cover - 25 to upper face of internal slabs -0 +5mm 1. All steelwork and materials shall be in accordance with AS4100 UNO.
CLASS - S Slightly reactive clay sites with only slight ground 0<ys<20 to Reinforcement - 45 for external exposure 2. All welding to be in accordance with AS1554 except where varied by the Contract Documents, or project Drawings.
movement from moisture changes.
- 30 to a membrane in contact with the ground All Welds shall be undertaken by a qualified and certified Welder in accordance with AS 1554.
CLASS - M Moderately reactive clay or silt sites which can experience 20<ys<40 All welding shall be 6mm continuous fillet welds U.N.O using E48XX Electrodes, Structural Purpose (S.P) welds.
moderate ground movement from moisture changes. - 40 to unprotected ground
5. Minimum Laps and Splices for Reinforcement Butt welds shall be qualified, complete penetration full strength butt welds to AS 1554 Part 1.
CLASS - P Highly reactive clay sites, which can experience high 40<ys<60 3. Unless noted otherwise, all Hot Roller steel sections shall be Grade 300 in accordance with AS 3678 & 3679.1.
ground movement from moisture changes. (a) Slab Fabric - 225 minimum overlap of transverse bars at all edges
(b) Trench Mesh - 500 splices in all footing beams AS 1163 for RHS Sections - Grade 350 Minimum
CLASS - H2 Highly reactive clay sites, which can experience high 60<ys<75
ground movement from moisture changes. - Laps at intersections as per the Design Drawings AS 1163 for CHS Sections - Grade 350 Minimum
Extremely reactive sites, which can experience extreme (c) Reinforcing Bars - 500 splices in all footing beams 4. The Builder shall prepare fabrication drawings and shall submit three (3) copies of each drawing for
CLASS - E ys>75
ground movement from moisture changes. - Provide "L" bars at all beam intersections with 500 lap to each leg approval. Fabrication shall not commence until Drawings have been submitted.
CLASS - A to P Filled sites. Varies 6. Fireplaces shall be supported on slab thickening extending 300 past the edges of the masonry, and 5. All steelwork that will be exposed to view shall have weld splatter, flux, dags and burrs removed,
Sites which include soft soils, such as soft clay or silt or reinforced with F72 mesh top and bottom. Slab thickening shall be 150 thick for single storey construction and all sealing and butt welds ground flush.
CLASS - P loose sands; landslip; mine subsidence; collapsing soils;
soil subject to to erosion; reactive sites subject to abnormal and 200 thick for two storey construction. 6. The Builder shall provide all cleats and holes for fixing steel and timber to steel as required by the Drawings
moisture conditions or sites which cannot be classified Shrinkage Control whether or not shown.
otherwise. 7. Reinforcing mesh may be reduced to F72 for slabs under 18m in length on "S" sites 7. Surface Treatment or Coatings
EARTHWORKS NOTES: 8. Where the floor slab is to be tiled, the following recommendations are made, in order to
Where any filling is carried out on the site after the completion of the site investigation, the minimise the effect of shrinkage:- ELEMENT SURFACE PREPARATION TREATMENT OR COATING FINISH
following recommendation shall be followed:- - F92 slab mesh (or equivalent) should be provided (AS 1627 - PART)
1. The site shall be stripped of all vegetation prior to the placement of any filling material. Construction Joints & Penetrations ALL INTERNAL ELEMENTS Abrasive Blast, Hand Clean Alkyd Zinc Phosphate Primer-Type 1 See Architects Specs.
2. Compaction Standards for filling Material 9. Constructions Joints or pour breaks where not shown on the Approved Plans or Details shall be located and formed to the EXCEPT GALV. PURLINS and Power Wire brush to (AS 4089) Thickness 0.075mm
approval of the Engineer.
A. Controlled Filling (INTERNAL) CLASS 1 AS1627
10. No penetrations, recesses or chases other than those shown on the structural drawings shall be made in concrete
(a) Sand filling up to 800 deep, placed in maximum 300 thick layers and compacted with a vibrating members without the approval of the Engineer. EXPOSED STEELWORK Abrasive Blast, Hand Clean Alkyd Zinc Phosphate Primer-Type 1 See Architects Specs.
11. At penetrations in slabs unless otherwise detailed reinforcement must not be cut but shall be gathered equally (INTERNAL) and Power Wire brush to (AS 4089) Thickness 0.075mm
roller to achieve a minimum Dynamic Cone Penetrometer reading of 5 blows per 300 penetration to each side of the penetrations and extra reinforcement provided between the penetrations as directed by the Engineer.
CLASS 1 AS1627 Two Coats Full Gloss (AS4025.1)
(refer AS 1289.F3.3). Sand fill may be flooded if necessary to achieve this compaction standard, Reinforcement Placement Thickness 0.050mm each Coat
provided the water can subsequently be drained from the site. 12. Reinforcement is presented diagrammatically. It is not necessarily shown in true projection.
(b) Non-sand filling up to 400 deep, placed in maximum 150 thick layers and compacted with a 13. Provide the Engineer with 24 hours notice of reinforcement being ready for inspection. EXPOSED STEELWORK Chemical Degrease & Acid Hot Dipped Galvanized See Architects Specs.
mechanical roller. Clay fill shall be moist during compaction. No concrete is to be poured without the approval of the Engineer. (EXTERNAL) Descale Thickness - 350gms/m2
14. Splices in reinforcement shall be made only in the positions shown where lap length is not shown it shall be sufficient
(c) Controlled filling shall continue for at least 1 metre past the edge of the footing beam and shall 8. Cold Formed Sections shall comply with AS/NZS 4600, AS1594 & AS1595.
to develop the full strength of the reinforcement.
be battered back to the original surface with a slope of no more than 1:2 (Vert : Hor). 15. Welding of reinforcement will only be permitted with the prior approval of the Engineer. 9. Minimum Steel Yield Stress - Purlins & Girts shall be 450 MPa.
(d) Where the depth of filling material exceeds that specified above, the filling material shall be 16. Reinforcement must not be continuous through construction joints. 10. All Purlins & Girts Sections shall have a minimum Galvanized Steel Coating - 350gms/m2
17. Spacement of sufficient "stools" under main bottom reinforcement bar and top cross bar in slabs to allow adequate
compacted as follows:- support in correct position during concreting (not greater than 900mm spacing's). 11. All Laps & Bridging shall be in accordance with the Manufacture's Instructions.
Sand fill to 65% Density Index in accordance with AS1289.E6.1 17. Supply and lay steel fabric in flat sheets at splices. Fabric shall be lapped as specified of in accordance with AS3600. 12.Unless Noted, all Welds shall be 6mm continuous Fillet (Noted CFW) Category GP using E41XX or E48XX Electrodes.
Reinforcement 13.Unless Noted, all gusset plates shall be 10mm.
Non-sand fill to 95% Maximum Dry Density (Standard Compaction) in accordance with AS1289 - 5.4.1
14.All Holding Down bolts shall be either commercial bolts or be made from mild steel bar Grade 250 MPa U.N.O.
Compaction tests shall be carried out on each layer as the filling is placed. If the compaction standard 19. Reinforcement Symbols:
15.BOLT DESIGNATION - TYPICAL U.N.O
N Grade 500 MPa Deformed Bar
specified is not achieved, then a "Pier and Slab" and "Pier and Beam" footing design shall be adopted with SL Grade 500 MPa Deformed Slab Mesh Bolt Type Comments
all piers founded on the underlying natural material. Y Grade 410 MPa Deformed Bar 4.6/S Commercial Bolts Grade 4.6 to AS1111 - Snug Tightened
A Grade 250 MPa Deformed Bar - Pools Construction 8.8/S High Strength Structural Bolts Grade 8.8 to AS1252 - Snug Tightened
B. Track or Rolled Filling R Grade 250 MPa Plain Bar 8.8/TB High Strength Structural Bolts Grade 8.8 to AS1252 - Fully Tensioned
(a) Sand Filling up to 600 deep, placed in maximum 300 thick layers and compacted by repeated Curing & Placement of Concrete to AS1511 & Bearing Joint.
rolling with an excavator. 8.8/TF High Strength Structural Bolts Grade 8.8 to AS1252 - Fully Tensioned
20. Slabs to be cured and kept moist for 7 days (min.)
21. No concrete to be poured when site temperature exceeds 35 Deg. C or falls below 5 Deg C. to AS1511 as a Friction Joint with Facing Surface Left Uncoated
(b) Non-sand filing up to 600 deep, placed in maximum 150 thick layers and compacted by repeated
rolling with an excavator, or item of compaction plant. Grouting 16.Concrete encased steelwork shall be unpainted, free from all loose rust, loose mill scale, dirt, oil, grease, etc. and the
encasement concrete strength shall be minimum 25 MPa and cover of 55mm. Concrete Encasing shall be centrally
(c) Where the depth of filling material exceeds that specified above, the filling material shall be 21. Grouting under base plates shall be the responsibility of the Steelwork Erection Contractor,
reinforced with 5 mm wire to AS1303 or 6 mm Structural Grade Bars to AS1302 at 150mm pitch.
compacted as follows:- Grouting thickness shall be nominally 40mm U.N.O
17.All Steelwork shall be secured using temporary bracing to stabilise the structure during erection.
22. Grout for base plates shall be minimum 50MPa compressive strength, and be a proprietary
Sand fill to 65% Density Index in accordance with AS1289.E6.1
produce such as Fosroc, Conbextra HF or Embercon Masterflow, or equivalent and approved.
Non-sand fill to 95% Maximum Dry Density (Standard Compaction) in accordance with AS1289 - 5.4.1
23. Base plates shall be supported before grouting by galvanised steel packers covering not less
Compaction tests shall be carried out on each layer as the filling is placed. If the compaction standard than 10% of the bearing area. Access for grouting must not be blocked by packers. The steel Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
specified is not achieved, then a "Pier and Slab" and "Pier and Beam" footing design shall be adopted with erection Contractor shall provide all fasteners, site cleats, packers, shims, wedges and landing written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
all piers founded on the natural underlying material. stools, and the like necessary for the efficient and safe erection of the steel works. or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
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Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 1 of 13
Mobile: 0419140465
Date Issued:
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-01 1
Page 3
Lot 201
Lot 401
Lot 402
SITE PLAN Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
Scale 1 in 300 written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
0
Drawn
CJF
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Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 02 of 13
Mobile: 0419140465
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD
Date Issued:
ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-02 1
Page 4
R6
00
0
Polyethylene Foam
Backing Rod
39.09m
30.00
20.00
10.00
40.00
0.00
m
3.0
TOP OF RTW2 RL=2.5m
m
2. 0
QUEUING AREA
4.0 m
TOP OF RTW1 RL=2.5m
Existing Asphalt
Lot 401 Driveway
Lot 201
17.75m
4RP72903
50.00
2RP72903
60.00
66.96
69.94
39.09m
m
60.00 STAIRS
3.0
m
2.0
Lot 402
4RP77225
TOP OF RTW1 RL=2.5m
00
70.
80.00
84.81
200x50 HWD/F7 Timber Rails
200x50 HWD/F7 Timber Post 2 No. 100mm Galv. Batten Screws
UP
Retaining Wall Height - H
Fence
m
STAIRS
1.0
80.00
Compacted Clayey Fill
SL 81.49 TOP OF RTW2 RL=2.5m
N12 Bar @ 400 Ctrs Vertical
300 Approx
<1200mm
SILT FENCE ALIGNMENT
SITE EARTHWORKS & EROSION AND SEDIMENTATION PLAN
COMPACTED CONTROL FILL (SANDY FILL) REF: Scale 1 in 250
Granular Material NSL NOTES. TURF OR GRASS COVERED
A14 Bidim (or Equiv.) Rapped
200 Seried Core Filled Block 50mm slotted Aggi Pipe 100mm THICK REINFORCED CONCRETE (SL72
Geotextile Material
N12 Bar @ 400 Ctrs Horiz. MESH TOP) DRIVEWAY ACCESS SLAB. Noosa Council Flood Information Certificate
Post Hole Depth - D
100mm Dia AG Drainage Pipe 20MPa Concrete Min.
1 on 20 fall Geotextile wrapped PROPOSED RESIDENCE ROOF AREA DEFINED FLOOD LEVEL: 2.5m AHD
FSL
2 N16 Bar Top
500 Min.
(if No "Z" Cage)
R10 ligs at 400 C/C or 50 mm
N12 ligs at 600 C/C. 3 N16 Bar or Z-Cage
(if No "Z" Cage) ZED001 - 3N16 Top/Btm
400 Post Hole Dia. Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
STRIP FOOTING & BLOCK RETAINING WALL - RTW2 TIMBER RETAINING WALL RTW1 DETAIL Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
Not to scale Not to Scale or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
0
Drawn
CJF
Checked
CJF
Date
Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 03 of 13
Mobile: 0419140465
Date Issued:
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-03 1
Page 5
EARTH BUND CUT OFF DRAIN
KERB INLET PROTECTOR
NTS
GRASSED FILTER STRIPS
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
0
Drawn
CJF
Checked
CJF
Date
Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 04 of 13
Mobile: 0419140465
Date Issued:
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-04 1
Page 6
LEGEND 0
Fix to top of stake with F42 Fabric to AS 1304 300 X
Unbound pavement material (gravel) to Grading B, Table 9 of QT Specification MRS11.05, Geotextile Fabric M A
shadecloth fastener or
exclude material finer than AS sieve 2.36mm. and F42 tie to steel picket.
Without F42 fabric, 2000 MAX C\C
Disturbed area
NOTES: 50x50 HW stake or steel
Overland Flo picket 1200 MIN long Dir
1. General w 300 etio
no
a. Temporary drainage control. Flow should be diverted around the work site where possible. MIN f flo
NOM
w
150
b. All drainage, erosion and sediment controls to be installed and be operational before commencing Geotextile fabric
up-slope earthworks.
c. All control measures to be inspected at least weekly and after significant runoff producing storms.
d. Control measures may be removed when on-site erosion is controlled and 70% permanent soil coverage
is obtained over all upslope disturbed areas. Posts or steel pickets
e. In areas where runoff turbidity is to be controlled, exposed surfaces to be either mulched, covered with
Crushed or grannular material, driven 600mm into ground
600 MAX
erosion control matting/blanket or turfed if earthworks are expected to be delayed for more than 28 days.
f. Straw bale sediment traps are a secondary option which generally should not be used if other options Grading to Table 4 of QT
are available. Specification MRS11.03.
2. Sediment Fence 100 MIN vertical overlap of fabric
a. Not to be located in areas of concentrated flow.
b. Normally located along the contour with a maximum catchment area of 0.6Ha per 100m length of fence.
c. Woven fabrics are preferred, non-woven fabrics may be used on small work sites, ie: operational period
less than 6 months or on sites where significant sediment runoff is not expected. SILT FENCE Undisturbed area
200
d. Where fences need to be located across the contour the layout shall be an "L" shape to contain sediment. Backfill
e. Fences are required 2m min. from toe of cut or fill batters, where not practical one fence can be at the toe
with a second fence 1m min. away. Fence should not be located parallel with toe if concentration of flow ELEVATION
will occur behind the fence.
3. Temporary Construction entry/Exit Sediment Trap
A
a. Adjacent stormwater runnoff to be diverted away from entry/exit.
Level
b. Wheel - wash or spray unit may be required during wet weather. 1:2 Remove accumulated
1:2
4. Safety issues must be considered at all times, incorporating traffic control devices to the satisfaction of the Engineer/Authority. sediment before depth is h/2. 'A' to be higher than 'B' to
5. All dimensions inmillimetres unless otherwise noted.
Level prevent sediment bypass
Rock apron if ordered
A 1:2 200 NOM
A A
1:2
by the Superintendent
500 NOM B
ELEVATION
Geotextile 1000 MAX h
Silt Fence (Ref. Installation Details)
CHECK DAMS Geotextile, Bidum A34 or similar
FLOW CONTROL SECTION A-A
nt
15 n me
m
ty Alig
MIN per
Pro
NOM
Berm (300mm MIN height)
200
Geotextile fabric,
Bidum U34 or similar. n el
han
3m &c
MIN rb
Runoff from pad Ke ay
dw
directed to sediment trap. roa
r new
g, o
stin
Exi
TYPICAL FABRIC DROP
TEMPORARY CONSTRUCTION ENTRY / EXIT
INLET PROTECTION DETAIL
SEDIMENT TRAP
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
0
Drawn
CJF
Checked
CJF
Date
Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 05 of 13
Mobile: 0419140465
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD
Date Issued:
ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-05 1
Page 7
5400.00
R6
0
00
39.09m 46.41m
30.00
20.00
10.00
40.00
0.00
m
5400.00
3. 0
36 TOP OF RTW2 RL=2.5m
00
m
100mm Wide Galv.
2.0
or S/steel trafficable
QUEUING AREA Grated drain
R6
R45
00
TOP OF RTW1 RL=2.5m
00
Existing Asphalt
0
Lot 401 Driveway
Lot 201
DN100 SN2 PVC-u Water Main
17.75m
4RP72903
50.00
0
50
22.98m
22.98m
2RP72903 R4
60.00
66.96
69.94
39.09m
60.00 100mm Wide Galv.
m
STAIRS
or S/steel trafficable
3.0
R4
Grated drain
50
m
0
4.0
46.41m
m
2.0
Lot 402
4RP77225
0
TOP OF RTW1 RL=2.5m
00
00
DN100 SN2 PVC-u Water Main
70.
R6
18.44m
100mm high
wheel stop
18.44m
80.00
84.81
UP
300 Sqr Polypit & Galv.
m
steel trafficable Grate
1.0
R4
50
STAIRS
0
80.00
81.49 TOP OF RTW2 RL=2.5m
46.41m
100mm THICK REINFORCED CONCRETE (SL72
MESH TOP) DRIVEWAY ACCESS SLAB. DRIVEWAY LAYOUT PLAN
PROPOSED RESIDENCE ROOF AREA Scale 1 in 250
DRIVEWAY CENTRELINE
DRIVEWAY DRAINAGE LINE - 3 PERCENT CROSS-FALL
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
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Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 06 of 13
Mobile: 0419140465
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD
Date Issued:
ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-06 1
Page 8
FFL = 2.90m
3.33 Percent (1 in 30) Slope
2.0 Percent (1 in 50) Slope 0.5 Percent (1 in 200) Slope 0.6 Percent (1 in 170) Slope
DATUM LEVEL (m) - 1.00m
DESIGN SURFACE LEVEL (m)
2.05
10.00 2.25
20.00 2.45
30.00 2.65
40.00 2.85
50.00 2.90
60.00 2.75
66.94 2.70
69.96 2.80
80.00
CHAINAGE (m)
0.00
LOT 401 DRIVEWAY LONG SECTION
Not to Scale
FFL = 2.80m
1.0 Percent (1 in 100) 1.04 Percent (1 in 96) Slope
DATUM LEVEL (m) - 1.00m 2.0 Percent (1 in 50) Slope 0.5 Percent (1 in 200) Slope 0.0 Percent (Level) 1.5 Percent (1 in 66.7) Slope
DESIGN SURFACE LEVEL (m)
2.05
10.00 2.25
20.00 2.45
30.00 2.65
40.00 2.85
50.00 2.90
60.00 2.90
69.25 2.76
70.00 2.75
80.00 2.60
81.49 2.86
84.81 2.55
CHAINAGE (m)
0.00
LOT 402 DRIVEWAY LONG SECTION
Not to Scale
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
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Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 07 of 13
Mobile: 0419140465
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD
Date Issued:
ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-07 1
Page 9
EXISTING SERVICES SAFETY IN DESIGN STORM WATER PIT INSTALLATION NOTE:
THE BUILDING WORKS IS LOCATED IN A PUBLIC NOT WITHSTANDING THAT THE PRESENT AND/OR 1. CONSTRUCTION ACTIVITY CAN BE HAZARDOUS. POTENTIAL SAFETY HAZARDS CONSIDERED BY THE - Excavate around and expose the existing Pipe, without causing damage.
PLACE AND IT IS THE RESPONSIBILITY OF THE PROPOSED POSITIONS OF PUBLIC UTILITIES,
DESIGNERS TO HAVE A HIGHER RISK THAN NORMAL CONSTRUCTION ACTIVITY ARE IDENTIFIED WITH
BUILDING CONTRACTOR TO PROVIDE ALL
FITTINGS, POLES, MANHOLES ETC. MAY BE
INDICATED ON THE DRAWINGS, THE CONTRACTOR APPROPRIATE NOTES ON THESE DRAWINGS. IT SHOULD BE NOTED THAT DESIGNERS HAVE A LOWER - Clean and remove any excess soil/material from around the pipe.
NECESSARY TEMPORARY SAFETY BARRIERS,
SHALL BE SATISFIED OF THE EXACT LOCATION OF
ALL SERVICES PRIOR TO CONSTRUCTION.
LEVEL OF UNDERSTANDING OF THE RISKS INVOLVED IN CONSTRUCTION COMPARED TO THAT OF A
COMPETENT CONTRACTOR. IT IS THEREFORE ESSENTIAL THAT AN ADEQUATE SAFETY PLAN IS
- Saw cut and remove/break-out top half of existing pipe, taking care not to damage
BUNTING OR FENCES TO ISOLATE THE WORKS NOTE
PREPARED BY THE CONTRACTOR FOR THE WORKS. SAFETY PLANS AND TRAFFIC MANAGEMENT PLANS the pipe base half.
TO PROTECT AND PREVENT THE PUBLIC FROM ARE TO BE PREPARED IN COMPLIANCE WITH THE STATUTORY REQUIREMENTS.
ALL EXISTING UNDERGROUND SERVICES TO
BE LOCATED AND PROTECTED BEFORE ANY 2. THE DESIGNERS MAY NOT BE AWARE OF ALL SAFETY RISKS AND HAZARDS INVOLVED IN THIS - Place and level 100mm of sand bedding or cement stabilized sand beneath pit base/sub-grade
ENTERING THE WORKS AREA. THE BUILDING PROJECT AND THE ABSENCE OF COMMENT DOES NOT IMPLY THAT THERE ARE ONLY LOW LEVEL RISKS
CONTRACTOR SHALL PROVIDE ALL NECESSARY
WORKS OR EXCAVATIONS COMMENCE.
OR HAZARDS INVOLVED IN THIS PROJECT. APPROPRIATE WORK METHOD STATEMENTS ARE TO BE
- Form up sides and inside of pit and place Class N32 concrete to form base of pit and sides.
SAFETY SIGNS TO INFORM THE PUBLIC. PREPARED FOR HIGH RISK ACTIVITY BY THE CONTRACTOR. - Concrete to be mechanical vibrated. Cold joints no permitted. Base and walls cast monolithically
3. THE DESIGNERS ARE AVAILABLE TO BE CONSULTED WHEN REQUIRED CONCERNING THEIR AREA OF
CONTROL WITH REGARDS TO SAFETY PLANS. - Install additional precast pit segment on top until pit height plus converter slab
CONTRACTOR TO CONFIRM ALL DIMENSIONS & SIGNPOSTING NOTES: matched the required Final Surface Level.
LEVELS ON SITE PRIOR TO COMMENCEMENT 1. ALL PAVEMENT MARKINGS SHALL COMPLY WITH MUCTD, SUNSHINE COAST COUNCIL STD DWGS. - Cast in place or place precast converter slab on top of the precast pit riser and seal.
OF ANY WORK. 2. CONTRACTOR TO REUSE EXISTING SIGN POSTS THAT ARE IN GOOD CONDITION AND UPON
ALL CONSTRUCTION TO COMPLY WITH THE APPROVAL BY THE SITE SUPERVISOR. LOCATIONS SHALL COMPLY AS PER AUSTRALIAN STANDARDS - Re-install pe-cast pit lid.
AS1742.2
AUSTRALIAN BUILDING CODE REQUIREMENTS 3. ALL SIGNS TO COMPLY WITH AS 1472.2, U.N.O. - Plumber may wish to install sewer main and rise to extended pit whilst no backfill
& RELEVANT AUSTRALIAN STANDARDS. 4. GUIDE POSTS DIMENSION AND PLACING SHALL COMPLY WITH AS 1742.2 - 2009, U.N.O. has been placed around the pit. Seal the installed sewer pipe and pit with a two pack
CONSTRUCTION NOTES: epoxy such as PHEROPI or equivalent.
ENERGY SERVICE PROVIDERS Manual of Uniform Traffic Control Devices
AGL
1. EARTHWORKS AND PAVEMENTS SHALL BE CONSTRUCTED BASED ON "SITE SOIL INVESTIGATION
REPORT" FINDINGS; PREPARED BY PREPARED BY A QUALIFIED GEOTECHNICAL ENGINEEER.
- Back-fill progressively around pit with suitable granular material as level of fill platform rises,
ERGON.
ENERGY
energex 2. PRIOR TO CONSTRUCTION ACTIVITIES COMMENCING EARTHWORKS CONTRACTOR TO INSTALL hand compaction, or alternatively backfill around sewer pit with cement stabilized sand
origin NECESSARY EROSION CONTROL SYSTEMS AND DEVISES, IN ACCORDANCE WITH EROSION &
NOTE: SERVICE LOCATIONS ARE APPROXIMATE ONLY FROM NOTE: ALL SIGNS & LINE MARKING TO BE IN SEDIMENTATION CONTROL PLAN. with no compaction.
PROVIDERS PLANS. LOCATIONS ARE TO BE CONFIRMED 3. PRIOR TO CONSTRUCTION ACTIVITIES COMMENCING EARTHWORKS CONTRACTOR TO INSTALL
PRIOR TO START OF CONSTRUCTION. PHONE DBYD ACCORDANCE WITH THE MANUAL OF NECESSARY TRAFFIC CONTROL SYSTEMS, IN ACCORDANCE WITH TRAFFIC CONTROL PLAN.
SERVICE LOCATIONS ON 1100 FOR DETAILS.
UNIFORM TRAFFIC CONTROL DEVICES. 4. EARTHWORKS CONTRACTOR/CONTRACTOR TO IDENTIFY ALL BURIED AND ABOVE GROUND
SERVICES, APPLY FOR D.B.Y.D AND CONSULT/CONTACT UTILITY/SERVICE PROVIDERS, AS REQ.
N12 TRIMMER BARS
PAVEMENT - ALT. CAR PARKING AREAS - N/A 1.0m LONG, UNDER
MESH
THICKNESS TYPE COMPACTION Polymer Pit Lid (Closed)
30mm AC14H DENSE GRADE ASPHALT,
[email protected]/m2 SL
120mm TYPE 2.1/20 BASE COURSE PAVEMENT 100% MMDD
TYPE 3.4/20 SUBBASE - NATURAL SQ Everhard Polymer Pit
120mm GRAVEL (NG) OR CEMENT STABILISED 98% MMDD K.J. K.J.
TYPE 2.1/20 PAVEMENT (4% CEMENT) Size as Spec. on Drawings
250-300mm INSITU STABILISED SUB-GRADE USING 97% MMDD
QUICKLIME OR HYDRATED LINE; REF:
MRTS07A SPECIFICATION & COMPACTED Pit Boss Pipe/Pit Adapter Compacted Granular Material
ACCESS DRIVEWAY & CONCRETE SLAB HARDSTAND AREAS
THICKNESS TYPE COMPACTION
Fc = 32MPa Concrete Strength, SL92 Mesh
Ø100mm uPVC SN4 Pipe
C.J.
100-125mm Top or SL72 Top (50mm min. Cover) or as Specifiec on Drawings
50mm Bedding Sand
TYPE 3.4/20 SUBBASE - NATURAL NO TRIMMER BARS
GRAVEL (NG) OR CEMENT STABILISED
200mm
250-300mm
TYPE 2.1/20 PAVEMENT (4% CEMENT)
COMPACTED SUB-GRADE OR PROOF ROLLED
98% MMDD
GRATED POLYMER PITS-STP5 - 6 SECTION AT KEYED JOINTS
REINFORCEMENT DETAIL AT INLETS
95% MMDD
NOT TO SCALE NOT TO SCALE
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
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Drawn
CJF
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Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 08 of 13
Mobile: 0419140465
Date Issued:
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-08 1
Page 10
R6
.0
m
46.41m
30.00
20.00
10.00
0
0.00
40.0
m
3.0
TOP OF RTW2 RL=2.5m
m
2.0
QUEUING AREA
TOP OF RTW1 RL=2.5m
Existing Asphalt
Lot 401 Driveway
Lot 201
DN100 SN2 PVC-u Water Main
17.75m
4RP72903
50.00
0.00
22.98m
22.98m
2RP72903
60.00
66.96
69.94
UP
60.00
m
STAIRS
3.0
46.41m
m
2.0
Lot 402
4RP77225
TOP OF RTW1 RL=2.5m
00
DN100 SN2 PVC-u Water Main
70.
18.44m
18.44m
84.81
80.00
UP
m
1.0
STAIRS
80.00
81.49 TOP OF RTW2 RL=2.5m
46.41m
100mm THICK REINFORCED CONCRETE (SL72
MESH TOP) DRIVEWAY ACCESS SLAB.
PROPOSED RESIDENCE ROOF AREA
VEHICLE B99 TURNING CIRCLE PLAN
Scale 1 in 250
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
0
Drawn
CJF
Checked
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Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 9 of 13
Mobile: 0419140465
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD
Date Issued:
ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-09 1
Page 11
R6
. 0m
46.41m
30.00
20.00
10.00
0
0.00
40.0
m
3.0
Existing DN150 SN4 PVC-u Sewer Pipe
TOP OF RTW2 RL=2.5m
m
2.0
3.0m
QUEUING AREA
Existing DN20 SDR11 Existing Asphalt
Lot 401 3.0m 6.0m 3.0m PE100 Water Pipe
M
Driveway
Lot 201
TOP OF RTW1 RL=2.5m
DN20 Existing Water
17.75m
Meter to be upgrade as
4RP72903 required by Unity Water.
Existing DN100 SN2 PVC-u Water Main
50.00
22.98m
22.98m
2RP72903
60.00
66.96
69.94
U/S IL=0.89m
SMH
ID 2661892
60.00
m
SL=2.32m DN100 SN4 PVC-u Sewer Pipe STAIRS
3.0
D/S IL=0.93m
Break/hole cut into existing
46.41m
SMH and install DN100 pipe
with grout benching to suit. DN
10
0
SN
Existing DN100 SN2 PVC-u Water Main
4
m
PV
Lot 402
2.0
C-
u
Se
we
rP
ipe 4RP77225
Existing DN150 SN4 PVC-u Sewer Pipe
TOP OF RTW1 RL=2.5m
00
70.
18.44m
18.44m
80.00
84.81
Prop. DN20 SDR11 PE100 Water Pipe
M
DN20 Water Meter
UP (Unity Water-Spec)
m
1.0
STAIRS
80.00 HYDRANT
81.49 TOP OF RTW2 RL=2.5m ID 2107926
100mm THICK REINFORCED CONCRETE (SL72 46.41m
MESH TOP) DRIVEWAY ACCESS SLAB.
SEWER & WATER SERVICES RETICULATION PLAN SMH
PROPOSED RESIDENCE ROOF AREA
Scale 1 in 250 ID 2661889 Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
DOMESTIC SEWER PIPE - DN100 SN4 PVC-u
PIPE: 1 IN 60 MINIMUM GRADE TO SMH. SL=1.08m written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
DOMESTIC WATER LINE - DN20 SDR11 PE100 PIPE to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
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Drawn
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Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 10 of 13
Mobile: 0419140465
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD
Date Issued:
ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-10 1
Page 12
GENERAL NOTES: SEWER NOTES:
COMPACTED FILLING
1. ALL WORK ON THIS CONTRACT IS TO BE CARRIED OUT IN GENERAL
ACCORDANCE WITH THE JOB SPECIFICATION AND TO 1. ALL COMPACTED FILL SHALL BE MATERIAL OF MINIMUM CBR 15%. 30.MANHOLE & MAINTENANCE SHAFT LIDS SHALL BE Ø600 CAST IRON TYPE AND RENDERED
THE MAXIMUM PERCENTAGE (BY MASS) OF 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH CURRENT SOUTH EAST QUEENSLAND
THE SATISFACTION OF THE LOCAL AUTHORITY AND THE TRAFFICABLE (CLASS D) WITHIN STREET CARRIAGEWAY OR WHERE VEHICULAR LOADING IS LIKELY.
SEWERAGE CODE (SEQ CODE) SPECIFICATIONS AND STANDARDS. REFER TO SEQ CODE STANDARD DRAWING SEQ-SEW-1307-1 & SEQ-SEW-1308-1 FOR
ENGINEER. MATERIAL 2. UNLESS SPECIFIED OTHERWISE, ALL MATERIALS AND WORK SHALL COMPLY WITH THE RELEVANT
2. PASSING THE 0.425MM SIEVE SHALL BE 22%. THE MAXIMUM DETAILS.
AUSTRALIAN STANDARDS.
2. THE CONTRACTOR IS TO CONTACT ENERGEX, TELSTRA, PLASTICITY INDEX SHALL BE 6%. THE GRADING CURVE OF THE 31.SEWER COVER AND SURROUND TO FINISH FLUSH WITH ROAD AND FOOTPATH PAVEMENTS.
3. THE CONSTRUCTION OF THE SEWERAGE WORK SHOWN ON THIS DRAWING SHALL BE SUPERVISED
COUNCIL AND OTHER SERVICE AUTHORITIES AND MATERIAL SHALL BE SMOOTH WITH 100% OF MATERIAL PASSING BY AN ENGINEER WHO HAS R.P.E.Q REGISTRATION. SEWERAGE WORKS NOT COMPLYING WITH 32.CONCRETE INFILL MAINTENANCE STRUCTURE COVERS ARE NOT ACCEPTED BY UNITYWATER.
LOCATE EXISTING UNDERGROUND SERVICES PRIOR TO THE 19mm SIEVE. ALL COMPACTED FILL SHALL BE COMPACTED THIS REQUIREMENT WILL NOT BE PERMITTED TO CONNECT INTO THE UNITYWATER SEWERAGE 33.ALL MAINTENANCE SHAFT RISER LIDS TO BE BETWEEN 100MM AND 225MM FROM COVER LID.
CONSTRUCTION. AT OPTIMUM MOISTURE CONTENT TO 100% COMPACTION TO SYSTEM. 34.MAINTENANCE HOLE NECK TO BE MAXIMUM 350MM DEEP.
AS1289 - E1.1. ALL FILL SHALL BE PLACED IN COMPACTED LAYERS 4. ALL WORK ASSOCIATED WITH LIVE SEWERS OR MAINTENANCE HOLES SHALL BE CARRIED OUT BY 35.ALL MAINTENANCE SHAFTS TO BE TYPE J1, 300MM SHAFT UNLESS NOTED OTHERWISE,
3. CONDUIT LOCATIONS IF SHOWN ON THE PLANS ARE NO MORE THAT 150MM THICK. THE CONTRACTORS IS TO CARRY UNITYWATER AT THE DEVELOPER'S COST. WITH LIFT OFF LIDS AND FINISHED 50MM ABOVE FINISHED SURFACE LEVEL TO ALLOW FOR TOP
PROVISIONAL ONLY AND THE CONTRACTOR IS TO LIAISE OUT ONE COMPACTION TEST EVERY 500M², FOR EVERY SECOND 5. ALL PIPES AND MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE "ACCEPTED DRESSING UNLESS IF LOCATED WITHIN ROAD OR FOOTPATH PAVEMENT (TO BE FINISHED FLUSH).
WITH THE ENGINEER, TELSTRA AND THE ELECTRICAL LAYER OF FILL. PRODUCTS AND MATERIALS" LIST. REFER TO SEQ SEWER CODE STANDARD DRAWING SEQ-SEW-1314-2 FOR DETAILS.
CONSULTANT FOR THEIR FINAL PLANS IMMEDIATELY 3. REMOVE ALL EXISTING FILL FROM THE SITE. COMPACT THE TOP 6. EACH ALLOTMENT SHALL BE SERVED BY A DN100 PVC PROPERTY CONNECTION. FOR 36.REFER TO SEW CODE STANDARDS DRAWING SERIES SEQ-SEW-1300 FOR MAINTENANCE
PRIOR TO LAYING ROAD AND FOOTPATH CONDUITS. ALLOTMENTS OTHER THAN SINGLE RESIDENTIAL, A DN150 PVC PROPERTY CONNECTION SHALL BE STRUCTURE, MANHOLE AND DROP DETAILS.
300MM OF THE NATURAL GROUND UNDER THE BUILDING TO A
DISTANCE OF 1.5M BEYOND THE EXTERNAL PERIMETER OF THE PROVIDED.
4. THE ENGINEERING DESIGN IS BASED PARTLY ON A DATA 7. PROPERTY CONNECTIONS SHALL BE LOCATED WITHIN THE PROPERTY AS SHOWN IN THE DRAWINGS.
BUILDING TO 100% MODIFIED COMPACTION. THE COMPACTED AS CONSTRUCTED DATA
TERRAIN MODEL COMPUTER GENERATED FROM THE 8. PROPERTY CONNECTION BRANCHES SHALL EXTEND INTO THE PROPERTY A MINIMUM OF 500MM
SITE SURVEY AND SOME ELEMENTS OF THE SURVEY FILL (AS PER CF.1.) SHALL BE COMPACTED IN LAYERS TO 95% 37.IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL AS CONSTRUCTED AND QUALITY,
STANDARD COMPACTION TO WITHIN 300mm OF THE FINISHED AND A MAXIMUM OF 750MM.
DATA ARE INTERPOLATED AND MAY VARY FROM THE 9. WHERE PIPES ARE LAID IN FILL, THE FILLING SHALL BE CARRIED OUT IN LAYERS NOT EXCEEDING INFORMATION IN ACCORDANCE WITH THE SEQ CODE, UNITYWATER AND THE LOCAL AUTHORITY
ACTUAL SITE CONDITIONS. THE CONTRACTOR SHALL GROUND LEVEL. THE REMAINING 300MM OF FILL SHALL BE REQUIREMENTS, TO THE CERTIFYING ENGINEER.
COMPACTED IN TWO LAYERS TO 95% STANDARD COMPACTION. 300MM (LOOSE) IN DEPTH AND SHALL BE COMPACTED UNTIL THE COMPACTION IS NOT LESS
LIAISE WITH THE ENGINEER AND SURVEYOR AND SET THAN 95% OF THE MATERIALS MAXIMUM COMPACTION WHEN TESTED IN ACCORDANCE WITH 38.THE NECESSARY TESTING AND COMPLIANCE INFORMATION TO BE PROVIDED TO THE CERTIFYING
OUT THE WORKS ONLY FROM APPROVED REFERENCE COMPACT ALL FILL TO A DISTANCE OF 1.5M BEYOND THE ENGINEER INCLUDES, BUT IS NOT LIMITED TO:
EXTERNAL PERIMETER OF THE BUILDING. A.S.1289 (MODIFIED COMPACTION). TESTING SHALL BE CARRIED OUT AFTER EACH ALTERNATIVE
PEGS AND LEVEL BENCH MARKS. LAYER. IN ALL SUCH CASES, APPROVAL OF CONSTRUCTED SEWERS WILL NOT BE ISSUED BY · CONTRACTOR'S ACCREDITATION
UNITYWATER UNLESS CERTIFICATES ARE PRODUCED CERTIFYING THAT THE REQUIRED COMPACTION · PRODUCT AND MATERIAL CERTIFICATES
5. THE CONTRACTOR IS TO ORGANISE HIS WORKS SO THAT HAS BEEN ACHIEVED. · AS CONSTRUCTED SURVEY IN BOTH PDF AND DWG FORMATS AS PER SEQ CODE
EROSION, DEPOSITION OF SILT, AND STORMWATER 10.WHERE SEWERS HAVE A GRADE OF 1 IN 20 OR STEEPER, TRENCH STOPS SHALL BE ASSET INFORMATION SPECIFICATION AND SIGNED BY A LICENCED SURVEYOR
RUNOFF FROM THE JOB SITE DOES NOT EXCEED THE CONSTRUCTED IN ACCORDANCE WITH THE SEQ SEWER CODE TABLE 8.1.
PRE CONSTRUCTION RATES AT ANY POINT AS A RESULT · ASSET DESIGN AS CONSTRUCTED (ADAC) IN BOTH XML AND PDF FORMATS
11.THE CONTRACTOR SHALL VERIFY THE LOCATION AND DEPTH OF EXISTING SERVICES WITH RELEVANT
OF HIS ACTIONS. EARTHWORKS NOTES: AUTHORITIES BEFORE COMMENCING WORKS. · AS CONSTRUCTED REDLINE MARK-UP OF DESIGN DRAWINGS
1. ALL EARTHWORKS SHALL BE IN ACCORDANCE WITH 12.SEWERS SHALL BE DISUSED/ABANDONED IN ACCORDANCE WITH PROCEDURES SET OUT IN THE · VACUUM TEST REPORT
6. CLEAR ALL VEGETATION FROM THOSE AREAS TO BE
EXCAVATED OR FILLED. IN OTHER AREAS WHERE AS3798-1996 SEQ SEWER CODE. · ACCESS CHAMBER VACUUM TEST REPORTS
CLEARING IS SPECIFIED, SELECTED CLEARING ONLY IS 2. STRIP ALL VEGETATION, TOPSOIL & UNCONTROLLED 13.BENCH MARK AND LEVELS TO AHD. · OVALITY TEST REPORT
TO BE CARRIED OUT BY RETAINING THOSE TREES FILL & REMOVE FROM SITE. 14.EXISTING DWELLINGS NOTED TO BE CONNECTED TO THE NEW SEWER SHALL BE CONNECTED BY A · COMPACTION TEST REPORTS FOR ALL TRENCHES
MARKED BY THE ENGINEER AND LEAVING THE AREA IN 3. CONTROL TESTING OF EARTHWORKS SHALL BE LICENCED PLUMBER IN ACCORDANCE WITH THE RELEVANT STATUTORY AND COUNCIL · CCTV FOR ALL NEW SEWER MAINS AND PROPERTY SERVICES, FORMAT AS PER SEQ
A CONDITION SUITABLE FOR SLASHING. UNDERTAKEN IN ACCORDANCE WITH AS3798. GEOTECHNICAL REQUIREMENTS. CODE REQUIREMENTS
CERTIFICATION TO BE TO LEVEL 2. 15.ALL WORKS ON EXISTING SEWERS TO BE CARRIED OUT BY UNITYWATER PRIVATE WORKS AT THE
· CONCRETE TEST CERTIFICATES OF DELIVERY DOCKETS FOR ALL CONCRETE MANHOLES AND
7. THE CONTRACTOR IS TO PRESENT UP THE JOB FOR ON- 4. ALL FILL MATERIAL SHALL BE PLACED AND COMPACTED DEVELOPER'S EXPENSE. STRUCTURES
MAINTENANCE AND OFF-MAINTENANCE INSPECTIONS TO THE FOLLOWING STANDARDS (UNO). PIPEWORK · COPY OF PRIVATE WORKS CONNECTION RECEIPT
WHEN DIRECTED BY THE ENGINEER WITH ALL PIPES, 4.1. COHESIVE MATERIAL - FILL SHALL ACHIEVE A MINIMUM 16.THIS DRAWING IS TO BE READ IN CONJUNCTION WITH THE SEWER DRAINAGE LONGITUDINAL
ROADS AND ALLOTMENTS FREE OF RUBBISH OR SILT
AND WITH FOOTPATHS AND PARK AREA SLASHED OR
DRY DENSITY RATIO (M.D.D.R.) of 138% STD SUBGRADE
SHALL ACHIEVE 98% STD M.D.D.R.
SECTIONS. PIPE SIZES ARE LISTED ON THE LONGITUDINAL SECTIONS. ENVIRONMENTAL MANAGEMENT NOTES:
17.ALL SEWER PIPES UP TO 3M DEEP SHALL BE RUBBER RING JOINTED UPVC CLASS SN8 UNLESS
MOWN, AND UNDERGROUND SERVICES OPENED FOR VEGETATION PROTECTION
4.2. NON COHESIVE MATERIAL - FILL SHALL ACHIEVE A NOTED OTHERWISE.
INSPECTION. A. TREES LOCATED ALONG FOOTPATH SHALL BE, TRANSPLANTED
MINIMUM DENSITY INDEX RATIO of 130% 18.ALL SEWER PIPES DEEPER THAN 3M SHALL BE UPVC CLASS PN12 UNLESS NOTED OTHERWISE.
PRIOR TO CONSTRUCTION, OR REPLACED IF DESTROYED.
5. FIELD DENSITY TESTS SHALL BE UNDERTAKEN AT A 19.ALL LONG RADIUS BENDS (LRB) SHALL BE MINIMUM 3.0M RADIUS FORMED BENDS ONLY WITH
8. NO WORK IS TO COMMENCE ON THE SITE UNTIL THE B. WHEN WORKING WITHIN 4.0M OF TREES, RUBBER OR HARDWOOD
FREQUENCY OF ONE TEST PER 200M ³ DISTRIBUTED A MAXIMUM DEFLECTION ANGLE OF 45°.
APPROVAL OF THE COUNCIL HAS BEEN RECEIVED IN GIRDLES SHALL BE CONSTRUCTED WITH 1.8M BATTENS CLOSELY
REASONABLY EVENLY THROUGHOUT FULL DEPTH AND SPACED AND ARRANGED VERTICALLY FROM GROUND LEVEL.
WRITING AND AN OFFICIAL PRE-START MEETING WITH A TRENCHING AND EMBEDMENT
AREA OR THREE TEST PER VISIT, WHICH REQUIRES THE GIRDLES SHALL BE STRAPPED TO TREES PRIOR TO CONSTRUCTION
REPRESENTATIVE OF COUNCIL AND THE ENGINEER 20.DETECTABLE MARKER TAPE TO BE INSTALLED WITH ALL SEWERAGE MAINS.
HAVE BEEN HELD. THE CONTRACTOR IS TO OBTAIN A MOST TEST. FIELD DENSITY TEST OF EXCAVATED SOFT AND REMAIN TO COMPLETION.
GROUND SHALL BE UNDERTAKEN AT A FREQUENCY OF 21.EMBEDMENT MATERIAL TO BE 7MM SINGLE SIZED CRUSHED ROCK.
COPY OF THE MINUTES OF THE PRE-START MEETING 22.SEWER TRENCHING AND BACKFILL SHALL BE AS SHOWN ON SEQ CODE STANDARD DRAWING C. TREE ROOTS SHALL BE TUNNELED UNDER, RATHER THAN
AND SHALL COMPLY WITH ALL REQUIREMENTS ONE TEST PER 100M ³ DISTRIBUTED REASONABLY EVENLY SEVERED. IF ROOTS ARE SEVERED THE DAMAGED AREA SHALL
THROUGHOUT FULL DEPTH AND AREA. SERIES SEQ-SEW-1200.
THEREOF. BE TREATED WITH A SUITABLE FUNGICIDE. CONTACT RELEVANT
6. FIELD DENSITY TESTING OF TRENCH BACKFILL SHALL BE COUNCIL ARBORIST FOR FURTHER ADVICE.
PROPERTY CONNECTIONS
9. ALL CONSTRUCTION IS TO BE SET OUT BY THE UNDERTAKEN AT A FREQUENCY OF 1 TEST PER 2 LAYERS D. ANY TREE LOPPING REQUIRED SHOULD BE UNDERTAKEN BY AN
23.ALL PROPERTY CONNECTIONS SHALL BE 100MM DIAMETER UPVC CLASS SN8 AND IN ACCORDANCE WITH
CONTRACTOR FROM PEGGING OF ROAD CENTRELINE, PER 20 LINEAR METERS. SEQ CODE STANDARD DRAWINGS SEQ-SEW-1103-1, SEQ-SEW-1104-1, APPROVED ARBORIST.
MANHOLE POSITIONS, LOT STAKING AND TBM's PROVIDED SEQ-SEW-1104-2, SEQ-SEW-1105-1, SEQ-SEW-1314-1 AND SEQ-SEW-1314-2 SOIL
BY THE PRINCIPAL'S LICENSED SURVEYOR. FOR SEWER PROPERTY CONNECTION DETAILS. A. TOPSOIL AND SUBSOIL SHALL BE STOCKPILED SEPARATELY.
24.ALL PROPERTY CONNECTION INSPECTION OPENINGS TO HAVE 2.0M LONG, ORANGE, PVC, 40MM B. CARE SHALL BE TAKEN TO PREVENT SEDIMENT FROM ENTERING
DIA. CONDUIT IN ACCORDANCE WITH SEQ CODE STANDARD DRAWING SEQ-SEW-1104-2. THE STORMWATER SYSTEM. THIS MAY INVOLVE PLACING
25.BRASS KERB MARKERS ARE TO BE PLACED AT SEWER ROAD CROSSINGS. APPROPRIATE SEDIMENT CONTROLS AROUND STOCKPILES.
CREEK CROSSINGS
MANHOLES AND MAINTENANCE SHAFTS A. SILTATION CONTROL MEASURES SHALL BE PLACED DOWNSTREAM
OF ANY EXCAVATION WORK.
26.CONCRETE FOR MANHOLE CONSTRUCTION SHALL BE SPECIAL CLASS SCC40MPA (S40) TO WSA
PS-358 & WSA 114:2002 AS PER THE ACCEPTED PRODUCTS AND MATERIALS LIST. B. APPROPRIATE SEDIMENT CONTROLS SHALL BE USED TO PREVENT
SEDIMENT FROM ENTERING THE CREEK
27.CONCRETE FOR MANHOLES TO USE 10MM CALCAREOUS AGGREGATE.
C. NO SOIL SHALL BE STOCKPILED WITHIN 5M OF THE CREEK.
28.ALL SEWER MANHOLES TO BE 1050MM DIAMETER, UNLESS NOTED OTHERWISE, FITTED WITH LIFT REHABILITATION
OFF LIDS AND FINISHED 50MM ABOVE FINISHED SURFACE LEVEL TO ALLOW FOR TOP DRESSING. A. PRE-DISTURBANCE SOIL PROFILES AND COMPACTION LEVELS ARE
REFER TO SEQ CODE STANDARD DRAWING SEQ-SEW-1300-1, SEQ-SEW-1301-1,
TO BE REINSTATED.
SEQ-SEW-1302-1, SEQ-SEW-1303-1, SEQ-SEW-1304-1, SEQ-SEW-1305-1,
B. PRE-DISTURBANCE VEGETATION PATTERNS SHOULD BE RESTORED.
SEQ-SEW-1307-1 AND SEQ-SEW-1308-1 FOR DETAILS.
SAFETY
29.MANHOLES ARE TO BE CONSTRUCTED AS CAST IN-SITU WHEREVER GROUNDWATER IS A. THE DESIGN AND CONSTRUCTION OF THE WORKS SHALL COMPLY
ENCOUNTERED AS PER SEQ CODE STANDARD DRAWING SEQ-SEW-1307-1.
WITH ALL QUEENSLAND LEGISLATION.
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
0
Drawn
CJF
Checked
CJF
Date
Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 11 of 13
Mobile: 0419140465
Date Issued:
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-11 1
Page 13
L Y
O N
PROPERTY BOUNDARY
FINISHED GRADE COVER WITH HINGED LID
E W
VI
DN32 APPROVED WATER METER
Ball Valve with Thread
RE
300mm MAX.
R
DN32 PE100 PN16 Water Pipe DN 32 W/METER
COUPLING
FO
600
DN32 PE100 PN16 PIPE SUPPLY LINE TO PREMISES
Y
E-F Transition Couplers or
mechanical compression adapter
M12 Gr 8.8 Galv. Bolt
AR
DN32 UNION
I N SEAL WITH CAP
M
E-F Tapping Saddle to
I
Suit size of PE main DN32 BALL VALVE
PE or PVC Water Main
DN32 BALL VALVE
ISOLATING VALVE
E L
PR
E-F TAPPING SADDLE - PE/PVC MAIN WATER METER ELEVATION
Not to scale Not to scale
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall Range
Consulting Engineer and may not be copied, altered, sections omitted or erased and changes made without the prior
written approval of Blackall Range Consulting Engineer. Acceptance of Blackall Range Consulting Engineer fee proposal
or estimate is deemed sufficient to effectuate an agreement. Non-payment of said fee proposal or estimate and
subsequent use of Blackall Range Consulting Engineer drawings or material is a breach of said agreement and subject
to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
0
Drawn
CJF
Checked
CJF
Date
Site Classification: NA Blackall Range Email: [email protected]
PO Box 342,TEWANTIN, QLD
Phone: 54457353 CLIENT: PROJECT DETAILS: Sheet No. 12 of 13
Mobile: 0419140465
Soil Classification: CI Consulting Civil, Structural & Geotechnical Engineer
B & M GOULD
Date Issued:
ALLOTMENT RECONFIGURATION CAD File:
Sept 2021
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 Campbell J Foster LOT 401 & 402 HAY STREET DRAWING NUMBER REV.
of Blackall Range Consulting Engineer and may not be copied, altered, sections omitted
or erased and changed in any way without the prior written approval from Blackall
Range Consulting Engineer. ABN 94950162458
Terrain Category: 2.5 MEIAust (CPEng Civil), RPEQ 7228, NER
TEWANTIN 2021-1087-12 1
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