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BA190515 - 91 Upper Hastings Street Noosa Heads - 2019-1027 - 91 Upper Hastings Street - Rev 3 · OPW20/0026
Attached to the e-mail Civil Plans & Cover Letter OPW20/0026 - 91 Upper Hastings Street Noosa Heads.
RESIDENTIAL & LIGHT COMMERCIAL FOOTINGS - CONSTRUCTION NOTES TIMBER NOTES:
CLIENT DETAILS: MR ADAM LAW 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,
PROJECT DESCRIPTION: PROPOSED RENOVATIONS 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 LOCATION: 91 UPPER HASTINGS STREET Slab on ground with
damp-proof membrane
- 20 nominal maximum aggregate size
- 80 maximum slump +/-10mm
cut surfaces. Details of preservative treatment shall be provided to the Engineer.
4. Timber Trusses shall supplied be pre-cambered an amount equal to the applied dead load deflection.
LOCALITY NOOSA HEADS ii) Concrete Class
Footing non-aggressive
- Minimum 25 MPa at 28 days
- 20 nominal maximum aggregate size
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
GENERAL soil amount of pre-camber provided are to be clearly showing on drawings.
- 80 maximum slump +/-10mm 5. All bolts in timber construction shall be minimum M12 U.N.O and bolts, nuts and washers shall be
1. These drawings shall be read in conjunction with all other Consultants Drawings and Specifications. iii) Concrete Class - Minimum 32 MPa at 28 days
2. Before proceeding with the Works any discrepancies or anomolies in the Engineering Drawings or Project hot dip galvanised. Bolt holes drilled in timber shall be exact size for bolts. Washers under bolt head
Footing-aggressive soil - 20 nominal maximum aggregate size and nuts shall be at least 2.5 times bolt diameter.
documentation identified by the Contractor/Builder shall queried directly with the Engineer for a decision. (1km - 50 km from coastline)
NOTE: IF IN DOUBT ASK. - 80 maximum slump +/-10mm 6. Timber dimensions on the finish width and thickness of timber to be:
3. Setting out dimensions and sizes of Structural Members or Elements shall not be obtained by iv) Concrete Class - Minimum 40 MPa at 28 days a. Seasoned Softwood +5.0, -0 mm
Scaling the Structural Drawings Footing-aggressive soil - 20 nominal maximum aggregate size b. Unseasoned Softwood >F7 +3.0, -3 mm, <F7 +2.0, -4.0 mm
4. All setting out dimensions shown on the Engineering Drawings shall be checked by the Contractor (Upto 1km from coastline) c. Seasoned Hardwood +2.0, -0 mm
- 80 maximum slump +/-10mm
before construction works commences. Dimensions are in millimetres (mm), U.N.O. d. Unseasoned Hardwood +3.0, -3 mm
5. During construction the structure shall be maintained in a stable condition. Construction loads v) Concrete Class - Minimum 32 MPa at 28 days for internal slabs
- Minimum 40 MPa at 28 days for external slabs (reference also Clause 1.6.2 in AS2082)
must not exceed the capacity of the structure at the time of loading. If in doubt ask the Engineer. Suspended slab
7. All timber joints and notches shall be 100mm minimum away from loose knots, severe sloping grain
6. All workmanship and materials shall be in accordance the requirements of the current - 20 nominal maximum aggregate size
editions including Amendments of the relevant SAA Codes of Practice, except as gum veins or other minor defects.
- 80 maximum slump +/-10mm
varied by the Contract Documents and of the By-Laws of the Local Government Authority. 3. Concrete Slab (due to abrasion) 8. All details not shown on the Engineering Drawings shall be in accordance with AS1684 - 1996
7. Wind Loads for this Project have been determined in accordance with AS1170.1 - 2002 i) Footpaths & residential driveways - Minimum 20 MPa at 28 days Residential Timber Framing Code and best practices.
8. Permanent, imposed and other loads (Dead & Live) for this Project have been determined in ii) Commercial/Industrial floors no vehicular traffic - Minimum 25 MPa at 28 days 9. Roof Trusses
accordance with AS1170.2 - 2002. A design certificate is to be provided prior to truss manufacture and signed by Truss Engineer (RPEQ).
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
9. A Site Classification for this Project was determined in accordance with AS2870 - 1996
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.
SITE CLASS FOUNDATIONS Surface Movement (Ys)
CLASS - S Slightly reactive clay sites, only slight ground movement from moisture changes. 0<ys<20
v) Non-pneumatic tyred traffic - Minimum 40 MPa at 28 days STRUCTURAL STEELWORK
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 - M Moderately reactive clay or silt sites which can experience moderate ground 20<ys<40
movement from moisture changes. 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.
Highly reactive clay sites, which can experience high ground movement from - 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 - P 40<ys<60
moisture changes. - 40 to unprotected ground All welding shall be 6mm continuous fillet welds U.N.O using E48XX Electrodes, Structural Purpose (S.P) welds.
Highly reactive clay sites, which can experience high ground movement from 5. Minimum Laps and Splices for Reinforcement Butt welds shall be qualified, complete penetration full strength butt welds to AS 1554 Part 1.
CLASS - H2 60<ys<75 3. Unless noted otherwise, all Hot Roller steel sections shall be Grade 300 in accordance with AS 3678 & 3679.1.
moisture changes. (a) Slab Fabric - 225 minimum overlap of transverse bars at all edges
CLASS - E Extremely reactive sites, which can experience extreme (b) Trench Mesh - 500 splices in all footing beams AS 1163 for RHS Sections - Grade 350 Minimum
ground movement from moisture changes. ys>75
- Laps at intersections as per the Design Drawings AS 1163 for CHS Sections - Grade 350 Minimum
CLASS - A to P Filled sites. Varies
(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
Sites which include soft soils, ie: soft clay or silt or loose sands; landslip, mine
CLASS - P subsidence; collapsing soils; soil subject to to erosion; reactive sites subject to - Provide "L" bars at all beam intersections with 500 lap to each leg approval. Fabrication shall not commence until Drawings have been submitted.
abnormal moisture conditions/sites which cannot be classified otherwise. 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,
EARTHWORKS NOTES: 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.
Where any cut or filling is carried out on the site after the completion of the site investigation, the 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
following recommendation shall be followed:- Shrinkage Control whether or not shown.
1. The areas allocated (marked) for clearing shall be stripped of all vegetation, roots & stumps removed to -300mm below 7. Reinforcing mesh may be reduced to F72 for slabs under 18m in length on "S" sites 7. Surface Treatment or Coatings
natural surface level. Vegetation is to be stockpiled for mulching or removed from site. 8. Where the floor slab is to be tiled, the following recommendations are made, in order to
2. Vegetation clearing shall be undertaken in accordance with Local or State Government Laws/Regulations Planning minimise the effect of shrinkage:- ELEMENT SURFACE PREPARATION TREATMENT OR COATING FINISH
Conditions, or Developer Specifications and requirements. - F92 slab mesh (or equivalent) should be provided (AS 1627 - PART)
3. Prior to any topsoil/earthworks commencing; all erosion and sedimentation works are to be installed and completed, in Construction Joints & Penetrations ALL INTERNAL ELEMENTS Abrasive Blast, Hand Clean Alkyd Zinc Phosphate Primer-Type 1 See Architects Specs.
accordance with project Erosion & Sedimentation Plan & Drawings, or in accordance with Local and State Gov't Reg's. 9. Constructions Joints or pour breaks where not shown on the Approved Plans or Details shall be located and formed to the
4. Prior to any excavation works commencing the Contractor/Builder shall undertake a D.B.Y.D - Dial Before You Dig EXCEPT GALV. PURLINS and Power Wire brush to (AS 4089) Thickness 0.075mm
approval of the Engineer.
and physically locate/mark all buried/above ground services so that they are visible, including any necessary terminations. 10. No penetrations, recesses or chases other than those shown on the structural drawings shall be made in concrete (INTERNAL) CLASS 1 AS1627
5. Topsoil is to be removed (100 - 200mm depth) and placed in stockpiles, stockpile surface track rolled to seal, for later use. members without the approval of the Engineer. EXPOSED STEELWORK Abrasive Blast, Hand Clean Alkyd Zinc Phosphate Primer-Type 1 See Architects Specs.
6. Any topsoil stripped surface (sub-grade) beneath a fill embankment or to be filled area is to be compacted using a 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
12 Tonne (minimum) vibrating pad foot roller. Where the soil sub-surface profile is not at optimum moisture content the to each side of the penetrations and extra reinforcement provided between the penetrations as directed by the Engineer. Two Coats Full Gloss (AS4025.1)
CLASS 1 AS1627
area to be filled shall be shallow tyned by Grader, moisture conditioned, blade mixed and compacted (min 4 passes). Reinforcement Placement Thickness 0.050mm each Coat
The compacted sub-grade is to be proof rolled using a 20kLitre (full) water truck and witnessed by Geotechnical Engineer. 12. Reinforcement is presented diagrammatically. It is not necessarily shown in true projection.
Any soft areas which are areas that show displacement beneath truck tires are to be re-tyned and compacted, before 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.
being re-proof rolled. No concrete is to be poured without the approval of the Engineer. (EXTERNAL) Descale Thickness - 350gms/m2
7. Cut batters are to be maximum; 1 (vertical) : 2 (horizontal)-(1 : 2), U.N.O on the Drawings. Fill batters (compacted) 14. Splices in reinforcement shall be made only in the positions shown where lap length is not shown it shall be sufficient
to develop the full strength of the reinforcement. 8. Cold Formed Sections shall comply with AS/NZS 4600, AS1594 & AS1595.
are to be maximum of 1 (vertical) : 4 (horizontal) (1 : 4) U.N.O on the Drawings.
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.
8. Cut or Fill batters shall be protected from surface erosion by rainfall or wind by Contractor as soon as practical achievable.
16. Reinforcement must not be continuous through construction joints. 10. All Purlins & Girts Sections shall have a minimum Galvanized Steel Coating - 350gms/m2
Batter protection methods/systems may be; hydromulching, wood-chip mulch/mulch, erosion protection matting, or other 17. Spacement of sufficient "stools" under main bottom reinforcement bar and top cross bar in slabs to allow adequate
similar proprietary products, or 100mm topsoil spread with grass seed, or U.N.O on the Drawings. 11. All Laps & Bridging shall be in accordance with the Manufacture's Instructions.
support in correct position during concreting (not greater than 900mm spacing's).
FILL MATERIAL TYPES & QUALITY 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.
General Fill - Silty sand clay (CL) with gravel, Plasticity Index (PI)>12 &<18, Testing in accordance with AS1289.3.3.1 Reinforcement 13.Unless Noted, all gusset plates shall be 10mm.
Select Fill - Clayey silty sand with gravel (SC) to silty sand clay (CL) with gravel, Plasticity Index (PI)>7 &<12, 14.All Holding Down bolts shall be either commercial bolts or be made from mild steel bar Grade 250 MPa U.N.O.
19. Reinforcement Symbols:
Testing in accordance with AS1289.3.3.1 15.BOLT DESIGNATION - TYPICAL U.N.O
N Grade 500 MPa Deformed Bar
Granular Fill (Road Base Pavements) - Silty sand gravel (GM) to clayey silty sandy gravel (GC), Plasticity Index (PI)<7 Bolt Type Comments
SL Grade 500 MPa Deformed Slab Mesh
Testing in accordance with AS1289.3.3.1 & MRTS05 - 2015 Unbound Pavement Specification. Y Grade 410 MPa Deformed Bar 4.6/S Commercial Bolts Grade 4.6 to AS1111 - Snug Tightened
Compaction of Fill Materials A Grade 250 MPa Deformed Bar - Pools Construction 8.8/S High Strength Structural Bolts Grade 8.8 to AS1252 - Snug Tightened
R Grade 250 MPa Plain Bar 8.8/TB High Strength Structural Bolts Grade 8.8 to AS1252 - Fully Tensioned
(a) Sand fill (Non-cohesive) up to 800 deep, placed in maximum 300 thick layers and compacted with a vibrating
Curing & Placement of Concrete to AS1511 & Bearing Joint.
roller to achieve a minimum Dynamic Cone Penetrometer reading of 16 blows per 300 penetration
(refer AS 1289.F3.3). Sand fill may be flooded if necessary to achieve this compaction standard, 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.)
provided the water can subsequently be drained from the site. 21. No concrete to be poured when site temperature exceeds 35° C or falls below 5° C. to AS1511 as a Friction Joint with Facing Surface Left Uncoated
(b) Cohesive fill (General & Select Fill) up to 400 deep, placed in max. 200mm thick layers and compacted using a 12T Grouting 16.Concrete encased steelwork shall be unpainted, free from all loose rust, loose mill scale, dirt, oil, grease, etc. and the
Vibratory roller. Fill shall be moisture conditioned (+/- 2% of O.M.C) & compaction, testing according to AS1289-5.4.1 encasement concrete strength shall be minimum 25 MPa and cover of 165mm. Concrete Encasing shall be centrally
21. Grouting under base plates shall be the responsibility of the Steelwork Erection Contractor,
(c) Controlled filling shall continue for at least 1 metre past the edge of the foundation/works and shall be battered back to reinforced with 5 mm wire to AS1303 or 6 mm Structural Grade Bars to AS1302 at 150mm pitch.
the original surface with a slope of no less than 1:2 (Vert : Hor). Grouting thickness shall be nominally 40mm U.N.O
17.All Steelwork shall be secured using temporary bracing to stabilise the structure during erection.
(d) Granular Fill placed in max. 200mm thick layers & compacted to 98% MMDD (STD Comp), according to AS1289-5.4.1. 22. Grout for base plates shall be minimum 50MPa compressive strength, and be a proprietary
(e) Where the depth of filling material exceeds that specified above, the filling material shall be produce such as Fosroc, Conbextra HF or Embercon Masterflow, or equivalent and approved.
compacted as follows:- 23. Base plates shall be supported before grouting by galvanised steel packers covering not less
Non-cohesive fill to 65% Density Index in accordance with AS1289.E6.1 than 10% of the bearing area. Access for grouting must not be blocked by packers. The steel
Cohesive fill to 97% Maximum Dry Density (MMDD) (Standard Compaction) in accordance with AS1289 - 5.4.1 Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall
erection Contractor shall provide all fasteners, site cleats, packers, shims, wedges and landing Range Consulting Engineer and may not be copied, altered, sections omitted or erased and changes
Compaction tests shall be carried out on each layer as fill material is placed. If the compaction standard
stools, and the like necessary for the efficient and safe erection of the steel works. made without the prior written approval of Blackall Range Consulting Engineer. Acceptance of Blackall
specified is not achieved, additional compaction is required. For foundations; a "Pier and Slab" and "Pier and Beam" footing
design may be required where all piers are founded on the underlying natural material, or as applicable. 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
A Drawings -
Drawn
CJF
Checked Date
CJF 24/04
Site Classification: P BLACKALL RANGE CONSULTING ENGINEER CLIENT: PROJECT DETAILS: Sheet No. 1 of 8
Consulting Civil, Structural and Geotechnical Engineer ABN 94950162458
Date Issued: DEC 2019
Soil Classification: CH MR ADAM LAW PROPOSED RENOVATIONS
Campbell J Foster Po Box 342 CAD File:
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 BEng(Civil), MIEAust. (609713), CPEng, RPEQ (7228)
Mapleton, QLD, 4560
(07) 5445 7354 (Office)
91 UPPER HASTINGS 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 Signature
(07) 5445 7332 (Fax)
0419 140465 (Mobile)
NOOSA HEADS 2019-1027-01 3
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Page 2
New Concrete Pool (Ref: Drawing 08) DEB1
75x4.0 SHS Post P1 400 min.
100 min. SL82 Fabric 100 1200mm Min.
SL R12 Dowel Chemset 100
1 on 20 fall into Existing Footing SL82 Fabric
FSL
DEB1
1200 mm Max
250 Min.
Fill NSL
CONCRETE SLAB DECK
Sand Fill 125
400 Min.
200 Micron Plastic
300 mm Min.
200 Micron Plastic
Membrane (DPM). Typ. Existing Footing Beam Membrane (DPM). Typ.
R12 - 400mm Long Dowel
300
2 N12 Bar Top Controlled Fill (Ref: Notes)
R10 "Z" Bar at 400 C/C or 450 Bar @ 400 C/C. Bar wrapped in
Denso Tap or approved or Equiv.
150
R10 ligs at 400 C/C or N12 "Z" Bar at 900 C/C.
N12 ligs at 600 C/C. L11TM300
150 SQ x 8mm
Base plate Ø350 350 TYP. DOWELLED EXTERNAL EDGE BEAM - TEB1
DEB1
TYP. SHS POST FOOTING DETAIL - PF1 TYP. EXTERNAL EDGE BEAM - EB1 Not to scale
ST1
1 Not to scale
DEB1
Not to scale Not to scale 1000 mm max.
ST1 ST1 SL82 Mesh Top Internal load - bearing wall
100
100x100 H3 Post 140 SQR HWD H3 Post
ST1
2/M12 bolts through 2/M12 bolts through
75mm Min
galv. Cast-in stirrup 75mm Min
galv. Cast-in stirrup
DEB1 DEB1 Weathered top
Weathered top
400 Min.
ST1 ST1/DEB1 200 Micron Plastic 2 N12 Bar Top 200 Micron Plastic
Ground to fall Ground to fall
R12 Bar (Galv.) Dowels @ 400 Ctrs away from piers away from piers Membrane (DPM). Typ. Membrane (DPM). Typ.
DEB1
1 R10 "Z" Bar at 400 C/C or
IB1
DEB1
N12 "Z" Bar at 900 C/C.
FILL FILL FILL R10 ligs at 400 C/C or If Slab not Cast with Footing
FILL N12 ligs at 600 C/C.
N12 Bar Looped N12 Bar Looped
1200 mm Min.
NSL NSL
900 mm Min.
over stirrup over stirrup
350 L11TM300
M12 Loop Bar
TYP. INTERNAL BEAM - IB1
300mm Min.
300mm Min.
R12 Bar (Galv.) Dowels @ 400 Ctrs TEB1 Concrete Pier Concrete Pier Not to scale
200 Min. DEB1 Edge Beam and Slab Water Proof & Flexible
Exterior Epoxy Sealant
Conc. Steps
SL72 Fabric
Ø350mm Ø450mm
R12 Bar (Galv.) Dowels @ 400 Ctrs TYP. TIMBER POST FOOTING DETAIL - PF1 TYP. TIMBER POST FOOTING DETAIL - PF2
Block
NOT SUPPORTING ROOF LOAD SUPPORTING ROOF LOAD
Not to scale Not to scale
TEB1
TEB1
TEB1
400 min. DEB1 Edge beam &
Compacted Clayey Fill 200 Min. SL72 Fabric 100 SECTION 1 Stair Slab - N12 Tie Bars
SL Not to scale
N12 Bar @ 400 Ctrs Vertical
300 Approx
<1200mm
R12 Bar (Galv.) Dowels @ 400 Ctrs "Z" Bar as per RWT1 Base Slab
N12 Bar @ 400 Ctrs
IB1 200 Seried Core Filled Block
50mm Comp. sand fill
1200 Max.
Granular Material
400
EB1
N12 Bar @ 400 Ctrs Vertical
Varies
200 Micron Plastic Depth as Per RTW1 Detail
TEB1
200 Seried Core Filled Block Membrane (DPM). Typ.
Geotextile Material
400
N12 Bar @ 400 Ctrs Horiz. 1 on 20 fall
Ø100mm AG Drainage Pipe Controlled Fill Ref. Notes
1 on 20 fall Geotextile wrapped FSL
EB1 Alt. Cast Concrete Deepened
50mm Min Step 50mm Min Step FSL Edge Beam rather than Block N12 "L" Bar @ 400 Ctrs 300 "Z" Bar as per RWT1 Base Slab
2 N12 Bar Top TYP. RETAINING WALL/STRIP FOOTING STEP DETAIL
400 Min.
400
100mm STRIP DRAIN - S/STEEL PF1 2 N12 Bar Top R10 "Z" Bar at 400 C/C or Not to scale
ST1
PIT R10 ligs at 400 C/C or N12 "Z" Bar at 900 C/C.
R10 "Z" Bar at 400 C/C or N12 ligs at 600 C/C. 3 N12 Bar or
R10 ligs at 400 C/C or
N12 ligs at 600 C/C. N12 "Z" Bar at 900 C/C. L11TM300 NOTE:
PF2 PF2 The information provided on these drawings has been derived solely from the
350 L11TM300 350
Architectural Drawings provided to Blackall Range Consulting Engineer (The Engineer).
ST1 DEB1 TYP. WALL STRIP FOOTING - ST1 DETAIL DEEPENED EDGE BEAM - DEB1 No allowance has been made, other than the site soil conditions shown on the Drawings.
ST1 Not to scale
ST1
Not to scale
Where site soil conditions, at the building site differs from that shown on the Structural
PF1 - Ø350mm BORED PIER - 100 SHS POST P1 drawings the Builder shall contact The Engineer for clarification prior to work continuing.
FOOTING MIN. 900MM DEEP U.N.O
1% Fall Where discrepancies or anomalies between architectural and structural drawings and
FOUNDATION PLAN PF1 - Ø450mm BORED PIER - 140 HWD POST P2 averse site conditions are found such as; member sizes, span and connections, post
FOOTING MIN. 1200MM DEEP U.N.O
ST1
N.T.S footing and foundation, post size, fill areas, tree roots and stumps within foundation
SLAB MESH areas, rock or rock floaters, backfilled trenches within the foundation area, layers of
SITE CLASS TYPE OF FOOTING DEPTH FOOTING MAX. FOOTING unconsolidated soil material below the level where Site Investigation boreholes
CONSTRUCTION (D) mm (Min) REINFORCEMENT SPACING C/C (m) SLAB LENGTH SLAB LENGTH SLAB LENGTH termination has not been allowed for. It is the responsibility of the builder to contact The
>18m >18m & <25m >25m & <30m
CLASS - P Engineer where any of the above arise, such that the design can be verified and
POST FOOTING 1200 min. L11TM300 5000 SL72 SL82 SL92 amended where required.
(Assumed)
REINFORCED CONCRETE DRIVEWAY
100mm THK - SL72 MESH TOP.
REINFORCED CONCRETE SLAB ON Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall
GROUND - 100mm THK - SL82 MESH TOP. 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
REINFORCED CONCRETE STAIR SLAB ON Range Consulting Engineer fee proposal or estimate is deemed sufficient to effectuate an agreement.
FILL - 100mm THK - SL82 MESH TOP. 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
A Drawings -
Drawn
CJF
Checked Date
CJF 24/04
Site Classification: P BLACKALL RANGE CONSULTING ENGINEER
LANDSCAPED AREA CLIENT: PROJECT DETAILS: Sheet No. 2 of 8
Consulting Civil, Structural and Geotechnical Engineer ABN 94950162458
Date Issued: DEC 2019
Soil Classification: CH MR ADAM LAW PROPOSED RENOVATIONS
Campbell J Foster Po Box 342 CAD File:
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 BEng(Civil), MIEAust. (609713), CPEng, RPEQ (7228)
Mapleton, QLD, 4560
(07) 5445 7354 (Office)
91 UPPER HASTINGS 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 Signature
(07) 5445 7332 (Fax)
0419 140465 (Mobile)
NOOSA HEADS 2019-1027-02 3
Page 3
Step 200 Step 200 < 50
D 1/N12
D 100 Corner
1.5D Slab mesh lap bar
SLOPE 1 in 10 TYPICAL SLAB RECESS DETAIL
ALTERNATIVE STEP DETAIL A ALTERNATIVE STEP DETAIL B (SUITABLE FOR RECESSES LESS THAN 50mm DEEP) External Edge Beam
Not to Scale Not to Scale Not to Scale
100 Slab mesh OUTSIDE CORNER LAP BAR DETAIL
Step 200 Not to Scale
50 to 200 Slab mesh
350
D MAX.
1.5D 400 400
125 100 500
2 Layers slab mesh
ALTERNATIVE STEP DETAIL C TYPICAL FOORTING BEAM STEP TYPICAL SLAB RECESS DETAIL TYPICAL SLAB STEP DETAIL
(STEPS LESS THAN 200 mm) (SUITABLE FOR RECESSES GREATER THAN 50 mm BUT LESS THAN 200 mm DEEP) (SUITABLE FOR STEP LESS THAN 350 mm DEEP)
Not to Scale 40 cover 300 Not to Scale Not to Scale
Lap
Construction joint
3 N12 bars or extend 3 N12 bars top
Footing step : B2 mesh to far side where internal beam top steel
3-N12 Z Bars D of external footing beam mesh is provided
MAX. height -
2xD each face '1' '1' Slab mesh
Trench mesh or reinforcing
bars as specified 1 : 20 fall
Internal Footing Beam
Internal footing beam
External Footing Beam 1
D Trench mesh or reinforcing External Footing beam Trench mesh (refer
bars as specified 5 internal footing beam)
100
max. 3 N12 bars Bottom
TYPICAL FOOTING BEAM INTERSECTION DETAIL 40 Cover
Not to Scale 500 LAP
1.5 x D - 450 min
SECTION 1 - 1
TYPICAL FOOTING BEAM STEP (STEP GREATER THAN 200 mm) Trench/bottom mesh (refer
Corner Bars shall be provided Not to Scale Trench/Bottom mesh (refer
edge beam detail)
Not to Scale at all corners as per corner edge beam detail)
2D (eg. 1200) Trench mesh (refer bar lap detail.
edge beam detail)
D Corner Bars shall be provided
at all corners as per corner
(eg. 600)
bar lap detail.
Corner Bars shall be provided
at all corners as per corner Extra "N12" Min. bar in
bar lap detail. 500 Min Lap widened penetration rib.
TYPICAL BAY WINDOW DETAIL
TYPICAL OFFSET FOOTING DETAIL TYPICAL EDGE REBATE DETAIL Not to scale Rib
Not to scale Not to scale
Provide Polystyrene Lagging Provide Polystyrene Lagging
around pipe of thickness to around pipe of thickness to
1.5 x Pipe Dia. (100mm Min.)
D Local Authority Requirements Local Authority Requirements
100mm Clear Pipe
D
D
TYP. PIPE PENETRATION THROUGH RIBS
Not to scale
50mm Clear
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall
2xD 2xD 2xD 2xD 300 300 Range Consulting Engineer and may not be copied, altered, sections omitted or erased and changes
TYP. PIPE PENETRATION - TOP OF FOOTING TYP. PIPE PENETRATION - BOTTOM OF FOOTING TYP. UNDER FOOTING 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.
Not to scale Not to scale Not to scale 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
A Drawings -
Drawn
CJF
Checked Date
CJF 24/04
Site Classification: P BLACKALL RANGE CONSULTING ENGINEER CLIENT: PROJECT DETAILS: Sheet No. 3 of 8
Consulting Civil, Structural and Geotechnical Engineer ABN 94950162458
Date Issued: DEC 2019
Soil Classification: CH MR ADAM LAW PROPOSED RENOVATIONS
Campbell J Foster Po Box 342 CAD File:
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 BEng(Civil), MIEAust. (609713), CPEng, RPEQ (7228)
Mapleton, QLD, 4560
(07) 5445 7354 (Office)
91 UPPER HASTINGS 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 Signature
(07) 5445 7332 (Fax)
0419 140465 (Mobile)
NOOSA HEADS 2019-1027-03 3
Page 4
Existing Timber Beam PB1 Beam
14 Guage 14 x 32mm Hex-head 2 Bolt dia. min
M12 Chemical Anchors PL1 Screws, Min. 6 per Side, or
5 Bolt dia. min
Galv.@ 900 Ctrs Max. 2 M12 Galv. Gr8.8 Bolts M12 Bolts M16 Gr8.8 Bolts
Galvanised or S/S @900 Ctrs & either
4 Bolt dia. min side of beam joint
P2 HWD Post
PB1 Beam
Rafter
TIMBER POST P2 to PB1 CONNECTION
Not to Scale
4mm (Min.) Thick "L" Bracket Timber Beam Securely
100mm Wide x 200mm High Bolted to SHS Posts
Both sides of VB1/2
TYP. PLATE DETAIL 1
TYP. RAFTER TO PL1 CONNECTION Not to Scale
Not to Scale
Rafter/Joist
Framing Anchor Timber Beam/Bearer
Lintel L3
TYP. DETAIL
150mm long, 6mm
N.T.S
Fabricated Angle
2 Bolt dia. min
M12 Bolts 5 Bolt dia. min
140 SQR HWD H3 Post
4 Bolt dia. min 2/M12 bolts through
REF: DETAIL galv. Cast-in stirrup
190 Core Filled Block P1 Post
75
L4 M12 Chem-set Bolts
Min. 125mm Embedment
L1/L5
L1
TYP. P1 POST/BEAM CONNECTION DETAIL
190 Core Filled Block
N.T.S
REF: DETAIL L1
L2
M12 Cyclone Rod PFC or Timber
Lami-Beam
TYP. P2 POST-BLOCK CONNECTION DETAIL
N.T.S
M12 Rod Chemset
L1 into Block - 125mm Min FLOOR MEMBER SIZES
Core filled Block MEMBER SIZE ALT. SIZE GRADE SPAN
L1/L5 LINTEL & BLOCK CONNECTION DJ1 150x50 F14 140x35 MGP12 H3 Single Span
N.T.S DB1 200x50 F14 190x45 MGP12 H3 Cont. - 2 Spans
PL1 150x50 F14 140x35 MGP12 H3 Single Span
BRACING SCHEDULE WIND DIRECTION "A" - (Wind Load = 3.6kN)
BRACING TYPE BRACING UNITS BRACING QTY TOTAL BRACING
LINTEL MEMBER SIZES
(kN/m) (m) FORCE (kN)
REF: DETAIL MEMBER SIZE ALT. SIZE GRADE MEMBER SPAN
Ref: Deatil 1 PLYWOOD - 4.5mm 6.4kN/m 6.0 46.0x6.4=38.4
L3 - Plate Existing Beam Steel SHS Posts 4.0kN/Each 0 0 L1 100x6mm "L" - G300 Galvi-lintel
190 Core Filled Block 12kN/m >1 >12.0 220x35 KD F17 200x58 LVL 15 T2
P1 PL1 PL1 L2 Single
>3.6 kN
Existing Post NOTE:
L3 200PFC 280x65 GL18C T2 Single
* The bracing capacity values used applies to a 2.7 m high wall
Pergola Rafters RF1@600 Ctrs BRACING SCHEDULE WIND DIRECTION "B" - (Wind Load = 3.6kN) L4 395x65 GL17C 390x65 GL18C T2 Single
BRACING TYPE BRACING UNITS BRACING QTY TOTAL BRACING
L5 100PFC 75x50x5 RHS G300 Single
P2 PB1 P2 PB1 P2
(kN/m) (m) FORCE (kN)
PLYWOOD - 4.5mm 6.4kN/m 4.5 4.5x6.4=28.8 RF1 140x35 KD F27 140x35 KD F17 H2 Single
Steel SHS Posts 4.0kN/Each 0 0 PB1 240x45 KD F27 240x45 KD F17 H2 Single
190 Core Filled Block 12kN/m >1 >12.0
REF: DETAIL NOTE: >3.6 kN P1 75x4.0mm SHS 90x3.2mm SHS G300/450 Single
* The bracing capacity values used applies to a 2.7 m high wall
A P2 140 SQR F27 125 SQR F27 H3 Single
BRACING LEGEND
INDICATES M12 TIE DOWN @ 1200 CTS FASTENED TO FOUNDATIONS OR LOWER STORY BEARERS.
INDICATES M16 TIE DOWN THAT IS FASTENED TO FOUNDATIONS OR LOWER STORY BEARERS.
B 0.9m
INDICATES M16 BOLT
INDICATES 900mm LENGTH
WIND DIRECTION TO ONE SIDE OF STUD WALL, STUDS TO BE AT 600mm CENTERS MAXIMUM. VERTICALLY INSTALLED SHEETING TO BE
NAILED TO TIMBER FRAME WITH 30mm x Ø2.8-3.15mm
AROUND ALL EDGES AND BUTT JOINTS AND AT 300mm CENTERS ALONG INTERMEDIATE STUDS. PROVIDE M12
GROUND FLOOR LEVEL TIMBER FRAMING, CYCLONE ROD WITHIN 50mm OF EACH END OF THE BRACING WALL CONTINUOUS FROM TOP PLATE TO SLAB/FLOOR
FRAMING AND M12 BOLTS FROM BOTTOM PLATE TO SLAB/FLOOR FRAMING AT 1200mm CENTERS MAXIMUM IN BETWEEN
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
LINTEL, BRACING & TIE-DOWN PLAN Note: All external walls are Load Bearing Walls (LBW) U.N.O 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
N.T.S
Engineer drawings or material is a breach of said agreement and subject to litigation. ABN 94950162458
Rev. No. Drawn Amendment Details
A Drawings -
Drawn
CJF
Checked Date
CJF 24/04
Site Classification: P BLACKALL RANGE CONSULTING ENGINEER CLIENT: PROJECT DETAILS: Sheet No. 4 of 8
Consulting Civil, Structural and Geotechnical Engineer ABN 94950162458
Date Issued: DEC 2019
Soil Classification: CH MR ADAM LAW PROPOSED RENOVATIONS
Campbell J Foster Po Box 342 CAD File:
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 BEng(Civil), MIEAust. (609713), CPEng, RPEQ (7228)
Mapleton, QLD, 4560
(07) 5445 7354 (Office)
91 UPPER HASTINGS 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 Signature
(07) 5445 7332 (Fax)
0419 140465 (Mobile)
NOOSA HEADS 2019-1027-04 3
Page 5
Existing Timber Beam PB1 Beam
14 Guage 14 x 32mm Hex-head 2 Bolt dia. min
M12 Chemical Anchors PL1 Screws, Min. 6 per Side, or
5 Bolt dia. min
Galv.@ 900 Ctrs Max. 2 M12 Galv. Gr8.8 Bolts M12 Bolts M16 Gr8.8 Bolts
Galvanised or S/S @900 Ctrs & either
4 Bolt dia. min side of beam joint
P2 HWD Post
PB1 Beam
Rafter
TIMBER POST P2 to PB1 CONNECTION
Not to Scale
4mm (Min.) Thick "L" Bracket Timber Beam Securely
100mm Wide x 200mm High Bolted to SHS Posts
Both sides of VB1/2
TYP. PLATE DETAIL 1
TYP. RAFTER TO PL1 CONNECTION Not to Scale
Not to Scale
Rafter/Joist
Framing Anchor Timber Beam/Bearer
Lintel L3
TYP. DETAIL
150mm long, 6mm N.T.S
Fabricated Angle
2 Bolt dia. min
M12 Bolts 5 Bolt dia. min
140 SQR HWD H3 Post
4 Bolt dia. min 2/M12 bolts through
REF: DETAIL galv. Cast-in stirrup
190 Core Filled Block P1 Post
75
L4 M12 Chem-set Bolts
Min. 125mm Embedment
L1/L5
L1
TYP. P1 POST/BEAM CONNECTION DETAIL
190 Core Filled Block
N.T.S
REF: DETAIL L1
L2
M12 Cyclone Rod PFC or Timber
Lami-Beam
TYP. P2 POST-BLOCK CONNECTION DETAIL
N.T.S
M12 Rod Chemset
L1 into Block - 125mm Min FLOOR MEMBER SIZES
Core filled Block MEMBER SIZE ALT. SIZE GRADE SPAN
L1/L5 LINTEL & BLOCK CONNECTION DJ1 150x50 F14 140x35 MGP12 H3 Single Span
N.T.S DB1 200x50 F14 190x45 MGP12 H3 Cont. - 2 Spans
PL1 150x50 F14 140x35 MGP12 H3 Single Span
BRACING SCHEDULE WIND DIRECTION "A" - (Wind Load = 3.6kN)
BRACING TYPE BRACING UNITS BRACING QTY TOTAL BRACING
LINTEL MEMBER SIZES
(kN/m) (m) FORCE (kN)
REF: DETAIL MEMBER SIZE ALT. SIZE GRADE MEMBER SPAN
Ref: Deatil 1 PLYWOOD - 4.5mm 6.4kN/m 6.0 46.0x6.4=38.4
L3 - Plate Existing Beam Steel SHS Posts 4.0kN/Each 0 0 L1 100x6mm "L" - G300 Galvi-lintel
190 Core Filled Block 12kN/m >1 >12.0 220x35 KD F17 200x58 LVL 15 T2
P1 PL1 PL1 L2 Single
>3.6 kN
Existing Post NOTE:
L3 200PFC 280x65 GL18C T2 Single
* The bracing capacity values used applies to a 2.7 m high wall
Pergola Rafters RF1@600 Ctrs BRACING SCHEDULE WIND DIRECTION "B" - (Wind Load = 3.6kN) L4 395x65 GL17C 390x65 GL18C T2 Single
BRACING TYPE BRACING UNITS BRACING QTY TOTAL BRACING
L5 100PFC 75x50x5 RHS G300 Single
P2 PB1 P2 PB1 P2
(kN/m) (m) FORCE (kN)
PLYWOOD - 4.5mm 6.4kN/m 4.5 4.5x6.4=28.8 RF1 140x35 KD F27 140x35 KD F17 H2 Single
Steel SHS Posts 4.0kN/Each 0 0 PB1 240x45 KD F27 240x45 KD F17 H2 Single
190 Core Filled Block 12kN/m >1 >12.0
REF: DETAIL NOTE: >3.6 kN P1 75x4.0mm SHS 90x3.2mm SHS G300/450 Single
* The bracing capacity values used applies to a 2.7 m high wall
A P2 140 SQR F27 125 SQR F27 H3 Single
BRACING LEGEND
INDICATES M12 TIE DOWN @ 1200 CTS FASTENED TO FOUNDATIONS OR LOWER STORY BEARERS.
INDICATES M16 TIE DOWN THAT IS FASTENED TO FOUNDATIONS OR LOWER STORY BEARERS.
B 0.9m
INDICATES M16 BOLT
INDICATES 900mm LENGTH
WIND DIRECTION TO ONE SIDE OF STUD WALL, STUDS TO BE AT 600mm CENTERS MAXIMUM. VERTICALLY INSTALLED SHEETING TO BE
NAILED TO TIMBER FRAME WITH 30mm x Ø2.8-3.15mm
AROUND ALL EDGES AND BUTT JOINTS AND AT 300mm CENTERS ALONG INTERMEDIATE STUDS. PROVIDE M12
GROUND FLOOR LEVEL TIMBER FRAMING, CYCLONE ROD WITHIN 50mm OF EACH END OF THE BRACING WALL CONTINUOUS FROM TOP PLATE TO SLAB/FLOOR
FRAMING AND M12 BOLTS FROM BOTTOM PLATE TO SLAB/FLOOR FRAMING AT 1200mm CENTERS MAXIMUM IN BETWEEN
LINTEL, BRACING & TIE-DOWN PLAN Note: All external walls are Load Bearing Walls (LBW) U.N.O 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
N.T.S 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
A Drawings -
Drawn
CJF
Checked Date
CJF 24/04
Site Classification: P BLACKALL RANGE CONSULTING ENGINEER CLIENT: PROJECT DETAILS: Sheet No. 5 of 8
CJF CJF 1/02 Consulting Civil, Structural and Geotechnical Engineer ABN 94950162458
Date Issued: DEC 2019
Soil Classification: CH MR ADAM LAW PROPOSED RENOVATIONS
Campbell J Foster Po Box 342 CAD File:
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 BEng(Civil), MIEAust. (609713), CPEng, RPEQ (7228)
Mapleton, QLD, 4560
(07) 5445 7354 (Office)
91 UPPER HASTINGS 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 Signature
(07) 5445 7332 (Fax)
0419 140465 (Mobile)
NOOSA HEADS 2019-1027-05 3
Page 6
N32 CONCRETE SL72
MESH, 50 TOP COVER N12 TRIMMERS BARS
100 125
200
100mm COMPACTED BASE
COURSE GRAVEL UNDER SLAB 450 150
(IF ORDERED).
DRIVEWAY SLAB EDGE TREATMENT
NOT TO SCALE
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall
TYPICAL DRIVEWAY DETAIL 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
A Drawings - 1076-06
Drawn
CJF
Checked Date
CJF 24/04
Site Classification: P BLACKALL RANGE CONSULTING ENGINEER CLIENT: PROJECT DETAILS: Sheet No. 6 of 8
Consulting Civil, Structural and Geotechnical Engineer ABN 94950162458
Date Issued: DEC 2019
Soil Classification: CH MR ADAM LAW PROPOSED RENOVATIONS
Campbell J Foster Po Box 342 CAD File:
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 BEng(Civil), MIEAust. (609713), CPEng, RPEQ (7228)
Mapleton, QLD, 4560
(07) 5445 7354 (Office)
91 UPPER HASTINGS 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 Signature
(07) 5445 7332 (Fax)
0419 140465 (Mobile)
NOOSA HEADS 2019-1027-06 3
Page 7
2.0 x 1.0m x 1.0m
Deep Rubble Pit
Geotextile Wrapped
100mm WIDE S/STEEL
POOL DESIGN REF: DRAWING 08 SEE NOTE 2
STRIP DRAIN
40 Min.
CONCRETE ENCASEMENT
EXPANSION JOINT TO ENGINEER'S
(SEE NOTE 1)
100 DETAIL (SEE NOTE 3)
100 Driveway Slab
Existing Garage Slab
20x15 THIOFLEX 600 TWO PART
POLYSULPHIDEJOINT SEALANT BY
0.20 T
PARCHEM OR APPROVED EQUIVALENT, IN
ACCORDANCE WITH MANUFACTURERS SILICON SEALANT
BEDDING LAYER
RECOMMENDATIONS
3mm WIDE FILL
REINFORCEMENT
100 TOC
SOIL
DRIVEWAY SLAB & ENCASEMENT
POURED TOGETHER
T = 125
100 100
NOTES:
1. Specific site conditions may require an increase in concrete encasement dimensions and/or
reinforcement. It is the customer's responsibility to ensure the concrete encasement is designed for
the application. A minimum concrete strength of 25MPa is recommended. The concrete should be
vibrated to eliminate air pockets. Engineering advice may be required.
SHRINKAGE CUT EVERY
2. The finished level of the concrete encasement must be approximately 3mm above the top of the
channel edge. CRACK DPM SECOND BAR
3. Expansion and crack control joints are recommended to protect the channel and the concrete
encasement. Engineering advice may be required. JOINT TO BE MASONRY SAW CUT WITHIN 8 HOURS OF CONCRETE SETTING
4. For further details, refer to ACO's design & site installation files at
www.acodrain.com.au/resources
STRIP DRAIN SECTION DETAIL CONSTRUCTION JOINT - TYPE KJ
NOT TO SCALE
NOT TO SCALE
Grated Pit Cover
Ø90mm uPVC Storm water Pipe (Min. 1 in 60 grade)
<30 <30
300
25 25
SIDE PLATES
NSL
<30
SQ Everhard Polymer Pit
Size as Spec. on Drawings
25
Pit Boss Pipe/Pit Adapter
Compacted Granular Material
300
25
Ø90mm uPVC S/W Pipe
or as Specifiec on Drawings
<30
50mm Bedding Sand
Steel Grate 300 SQR (Galv.) SQUARE GRATE TO SUIT PIT
TYP. GRATED POLYMER PIT SECTION
HOT DIP GALVANISED. NOT TO SCALE
5O*6 BARS
AT 5O CRS
Property Boundary
7 300 SQR GRATED PIT PLAN DETAIL.
300 SQR Grated Pit
NOT TO SCALE
100mm STRIP DRAIN - S/STEEL
6 EASTERN DRIVEWAY LEVELS
Garage
Road Level
A R M
O
F
AL
EO
O
AR
LF
M
EO
A
NO. CHAINAGE DIST (m) LEVEL SLOPE
KJ 4 I.O 1 0.00 0.00 54.56 0
5 2 1.50 1.50 54.485 -1 in 20 M1 Kerb Profile
Ø90mm uPVC Storm water Pipe
Ø90mm uPVC Storm water Pipe
3 3.225 1.725 54.225 -1 in 6.25 F
A RO
ME
L
A
O
A RO
ME
Garage Floor 52.80
F
AL
O
4 8.725 5.50 54.23 Level
CONCRETE DRIVEWAY
WESTERN DRIVEWAY LEVELS
NO. CHAINAGE DIST (m) LEVEL SLOPE 1 in 28 1 in 6 1 in 4 1 in 4 1 in 8 1 in 19
1 0.00 0.00 54.76
2 1.00 1.00 54.73 -1 in 28
3 2.50 1.50 54.48 -1 in 6
Ch - 10.07
Ch - 10.60
Ch - 0.00
Ch - 1.00
Ch - 2.50
Ch - 3.53
Ch - 9.07
4 3.50 1.00 54.23 -1 in 4
5 8.57 5.07 52.93 -1 in 4
KJ KJ 6 10.07 1.00 52.747 -1 in 8
4 3 7 10.60 1.03 52.80 +1 in 19 WESTERN DRIVEWAY LONG SECTION
100mm STRIP DRAIN - S/STEEL 100mm STRIP DRAIN - S/STEEL
3
DRAIN AGE PLAN
N.T.S
2
Copyright: The drawing and engineering content shown in this drawing remains the property of Blackall
2 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
1 Range Consulting Engineer fee proposal or estimate is deemed sufficient to effectuate an agreement.
1 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
A Drawings - 1076-08
Drawn
CJF
Checked Date
CJF 15/09
Site Classification: M BLACKALL RANGE CONSULTING ENGINEER CLIENT: PROJECT DETAILS: Sheet No. 7 of 8
Consulting Civil, Structural and Geotechnical Engineer ABN 94950162458
Date Issued: DEC 2019
Soil Classification: CH MR ADAM LAW PROPOSED RENOVATIONS
Campbell J Foster Po Box 342 CAD File:
Copyright: The design and engineering content shown on this drawing remains the property
Wind Category: N3 BEng(Civil), MIEAust. (609713), CPEng, RPEQ (7228)
Mapleton, QLD, 4560
(07) 5445 7354 (Office)
91 UPPER HASTINGS 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 Signature
(07) 5445 7332 (Fax)
0419 140465 (Mobile)
NOOSA HEADS 2019-1027-07 3
The text continues on page 8.
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