Original source · versioned page text
Appendix A - Preliminary Engineering Plans
Attached to the e-mail RAL21/0009 - Response to information request - Gould Email 1 of 2.
Plans and drawings
This document appears to be plans or drawings. Its page text below holds only the words printed on the drawings, without the drawings themselves, so it may be jumbled or hard to follow. To see the plans as drawn, choose Original above or download the file (both need you to log in).
Log in to see the plans as drawn 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
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. 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
See the original
The page text is free to read. Viewing or downloading an original file needs an account.
Log in to see the originalSearchable page text hides email addresses. Original files are unchanged and may show email addresses.