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Attachment 4 - Site Investigation and Slab Report
SITE INVESTIGATION &
FOOTING/SLAB DESIGN REPORT
LOT 21 (No.16) PINES ROAD, COOROY
CLIENT: Chris Fraser
C/- DJ Sommer Homes
58 Dixon Avenue,
MALENY QLD 4552
EBIS REFERENCE: 210417-SI/FD
PROJECT DESCRIPTION: Proposed New Residence
DATE: 4 March 2022
PO Box 973 Buddina Q 4575 Unit 2/4 Textile Avenue Warana P (07) 5436 9199; F (07) 5436 9198; Email: [email protected]
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Page 2
LOT 21 (16) PINES ROAD, COOROY EBIS REFERENCE NO: 210417-SI/FD
SITE INVESTIGATION, SITE CLASSIFICATION
AND FOOTING AND SLAB DESIGN
1.0 INTRODUCTION
1.1 General Information
We were commissioned to undertake a Site Investigation, Site Classification and
Footing and Slab Design at 16 Pines Road, Cooroy for the proposed new residence.
The site investigation was undertaken on 21 January, 2022.
2.0 TESTING
2.1 Locations
Three (3) boreholes were excavated using a hand auger and three (3) Dynamic Cone
Penetrometer (DCP) tests were undertaken at the locations shown on the attached site
sketch.
2.2 Field Testing
Soil samples were hand classified and soil profiles recorded on the attached Borehole
report no. 210417-BH.
Laboratory testing was performed on one (1) undisturbed sample and the results are
recorded in section 3.5 of this report.
3.0 FINDINGS
3.1 Slope & Topography
The proposed house site is located centrally on a ridge line which slopes towards the
north east at approximately 20-25%. An existing unsealed track has been previously cut
in below the proposed house site. Cut and fill earthworks are proposed to be
undertaken to provide a level building platform.
3.2 Vegetation
The site is well grassed. There are no trees on/near the site.
3.3 Site Drainage
We consider the drainage to be good.
Surface water ponding was not evident.
3.4 Soil Conditions
Site/Soil Summary:
Moderate to steep slopes of broad ridge line.
Cut and fill earthworks proposed.
Existing cut embankments present.
The natural soils generally consist of high plasticity silty clays and shalley gravelly silty
clays overlying weathered shalley gravels (weathered rock).
Slight seepage was encountered on the rod of DCP no.3 upon extraction indicating
seepage at the clay/weathered rock interface.
For full details of the soil strata layers refer to the borehole report within the enclosures
of this report.
PROPOSED NEW RESIDENCE PAGE 1 OF 3 4 March 2022
Page 3
LOT 21 (16) PINES ROAD, COOROY EBIS REFERENCE NO: 210417-SI/FD
3.5 Test Results
The linear shrinkage of the sample was assessed to be 13%.
Based on our laboratory test results, the design surface movement (ys) in
Borehole no.2 was calculated to be 28mm which is in the range of 20mm to 40mm.
4.0 CLASSIFICATION
4.1 Site Classification
In accordance with the "Residential Slabs and Footings" code we have classified the
above site as a 'M' Class site.
4.2 Classification Reasons
The site has been classified as “M” because the soil is moderately reactive to changes in
soil moisture.
4.3 Footing Design Considerations
The footing design for this site must consider the following factors:
1. Cut and fill earthworks are proposed to be undertaken to provide level building
platforms.
2. The site slopes moderately to steeply.
3. Steep embankments exist on/near the site.
4. Clays present in the soil profile are moderately reactive.
5. Rocks/rock floaters are likely to be encountered during footing excavations.
6. There needs to be drainage control of surface water.
5.0 RECOMMENDATIONS
5.1 Site Preparations
Site preparations should include removal of the vegetation in the vicinity of the
proposed building work.
Should it be necessary to remove any large vegetation from the site, the resulting voids
created by its removal must be backfilled and compacted to 98% standard compaction
using clean soil containing no organic material.
5.2 Site Drainage
The site should be profiled prior to construction so that water drains away from the
proposed building works.
The site drainage should be maintained after completion of the building so that water
does not pond next to the footings.
On predominantly clay sites the moisture content of the soil should be monitored prior
to the commencement of construction and maintained as set out in the CSIRO
publication "Guide to Home Owners on Foundation Maintenance and Footing
Performance". Refer to CSIRO website www.publish.csiro.au/pid/7076.htm.
5.3 Footings & Slab Design
The footings and slab should be constructed in accordance with the attached drawings
numbered A3-210417-FD1 to FD5.
PROPOSED NEW RESIDENCE PAGE 2 OF 3 4 March 2022
Page 4
LOT 21 (16) PINES ROAD, COOROY EBIS REFERENCE NO: 210417-SI/FD 5.4 Site Maintenance Care should be taken to observe recommendations as set out in the CSIRO publication "Guide to Home Owners on Foundation Maintenance and Footing Performance". Refer to CSIRO website www.publish.csiro.au/pid/7076.htm. 5.5 Limitations Engineering and Building Investigation Services are unable to guarantee that the soil profile will not vary slightly across the site from that given in this report. This is due to the inherent variable nature of all natural soils. If the soil conditions do appear to differ from those indicated in this report Engineering and Building Investigation Services should be contacted and requirements confirmed. D. R. Stanfield B.E. ( civil), C.P. Eng. MLE. Aust,, R.P.E.Q. No. 4177, Vic EB 19910. ENCLOSURES: Form 15 Compliance Certificate Borehole Report no. 210417-BH Laboratory Test Results Site Sketch Footing & Slab Drawings: A3-210417-FD1 to FD5 Photographs of site Borehole Explanatory Notes Site Drainage Diagram - DD1 Publication from the Cement and Concrete Association of Australia “Articulated Walling - Technical Note 61” OONEMWAWNS PROPOSED NEW RESIDENCE PAGE 3 OF 3 15 February 2022
Page 5
Form 15 Compliance certificate for building design or specification Queensland Government This form is to be used by an appointed competent person for the purposes of section 10 of the Building Act 1975 and sections 73 and 77 of the Building Regulation 2021 (Design-specification certificate) stating that an aspect of building work or specification will, ifinstalled or carried out as stated in this form, comply with the building assessment provisions. Additional explanatory information is included in the Appendix at the end of this form. 1. Property description This section need only be completed if details of street address and property description are applicable. E.g. in the case of (standard/generic) pool design/shell manufacture and/ or patio and carport systems this section may not be applicable. The description must identify all land the subject of the application. The lot and plan details (e.g. SP/RP) are shown on title documents or a rates notice. If the plan is not registered by title, provide previous lot and plan details. Street address (include number, street, suburb/locality and postcode) 16 PINES ROAD Lot and plan details (attach list if necessary) LOT 12 ON SP 308933 Local government area the land is situated in NOOSA SHIRE COUNCIL 2.Description of aspect/s certified Clearly describe the extent of work covered by this certificate, e.g. all structural aspects of the steel roof beams. PROPOSED NEW RESIDENCE 3.Basis of certification Detail the basis for giving the certificate and the extent to which tests, specifications, rules, standards, codes of practice and other publications were relied upon. AS1170.1 STRUCTURAL DESIGN ACTIONS - PERMANENT & IMPOSED ACTIONS AS4055 WIND LOADS FOR HOUSING DESIGN CRITERIA N4 AS1684.2 RESIDENTIAL TIMBER FRAME CONSTRUCTION HYNE IN DESIGN 7.5 AS1720.1 TIMBER STRUCTURES - DESIGN METHODS AS2870 RESIDENTIAL SLABS & FOOTINGS AS3660.1 TERMITE MANAGEMENT - NEW BUILDING WORK AS3798 GUIDELINES ON EARTHWORKS FOR COMMERCIAL & RESIDENTIAL DEVELOPMENT AS3700 MASONRY STRUCTURES AS4678 EARTH RETAINING STRUCTURES AS1726 GEOTECHNICAL SITE INVESTIGATIONS NCC — NATIONAL CONSTRUCTION CODE OF AUSTRALIA DESIGN FLOOR LIVE LOADS (AS1170.1): DOMESTIC HABITABLE 1.5kPa/BALCONY 2.0kPa DURABILITY: ALL STEELWORK TO BE OF A TYPE SUITABLE FOR THE ATMOSPHERIC Building Regulation 2021 © Section 73 and 77 ¢ Form 15 ® Version 1¢ September 2021 Page 10f3
Page 6
4. Reference documentation
Clearly identify any relevant
documentation, e.g. numbered
structural engineering plans.
SITE INVESTIGATION & FOOTING/SLAB DESIGN REPORT BY EBIS: 210417-SI/FD
CODE FOR DEVELOPMENT ON STEEP OR UNSTABLE LAND - GEOTHECHINCAL REPORT
BY EBIS: 210417-SU-GEO
DRAWINGS BY EBIS NOS: A3-210417-FD1 to FDS
DRAWINGS BY EBIS NOS: A3-210417-S1 to S6
5. Building certifier reference
number and building development
application number
Building certifier reference number
Building development application number (if available)
6.Appointed competent person
details
Under Part 6 of the Building
Regulation a person must be
assessed as a competent for the type
of work (design-specification) by the
relevant building certifier.
Name (in full)
DONALD ROBERT STANFIELD
Company name (if applicable)
ENGINEERING & BUILDING INVESTIGATION SE
Contact person
DON STANFIELD
Mobile number
Business phone number
(07) 5436 9199
Postal address
PO Box 973
Licence or registration number (if applicable)
RPEQ 04177
7. Signature of appointed competent
person
This certificate must be signed by the
the building certifier as competent to
give design-specification help.
individual assessed and appointed bf
Signature
LOCAL GOVERNMENT USE ONLY
Date received
Reference number/s
Building Regulation 2021 ¢ Section 73 and 77 * Form 15 © Version 1 * September 2021
Page 2 of 3
Page 7
Appendix — explanatory information IMPORTANT NOTE: it is an offence for a competent person to give a building certifier a document, including this form, that the person knows or reasonably suspects, is false or misleading. Who can complete this certificate? (sections 10 of the Building Act 1975 (Building Act) and 73 of Building Regulation 2021 (BR 2021) A building certifier can accept from a competent person (design — specifications) a certificate stating that the competent person has assessed the building design or specification for the aspect of building work, and it will, if installed or carried out under the certificate, comply with the building assessment provisions, including any relevant standards and codes. Schedule 10 of the BR 2021 defines building design or specification as any material, system, method of building or other thing related to the design of or specifications for building work. For a competent person to meet the regulation requirements (section 77 of the BR 2021) they must substantially complete all sections of this form, including information, such as the design of a particular material, system, method of building or that a building element complies with the Building Code of Australia or a provision of the Queensland Development Code. It is also important that the details of the relevant reference documents are included, for example, the applicable Australian Standards or other technical provisions that may be applicable to the subject work. What is the purpose of this form? (section 10 of the Building Act 1975) The information in this form informs the building certifier’s decision making when they are assessing a building development application and issuing the building development approval for the building work the subject of the certificate (form). When is this form not required? The assessment of some building applications will be entirely within the expertise of the relevant building certifier and therefore they may not seek the help of a competent person. In these instances, this form is not required. Is a manufacturer or supplier required under the BR 2021 to complete and sign this Form 15, if requested? No. A manufacturer or supplier of building materials is not required to complete and give this form or any aspect and inspection certificates if requested by a construction contractor, builder, appointed competent person, ora building certifier. However, a manufacturer or supplier may give the construction contractor, builder, competent person or the building certifier evidence of suitability such as a manufacturers statement for an aspect or material that it is compliant with the relevant reference documents in the BCA i.e. the applicable Australian Standard/s. What if there is not enough space for all the supporting material/documents? Items 2, 3 and 4 requires the competent person to clearly identify the extent of the assessment that was undertaken for aspect/s of work identified in this form. For instance, there is provision for material such as specifications, standards, codes or other relevant publications to be referenced in the form, However, if the space in the form is not sufficient to accommodate all of this material, you can create and refer to additional material in an addendum or attachment to the form. The form is also available in a Microsoft Word version, that you can download and edit to include additional material in the relevant parts of the form. Note that editing the form in the Microsoft Word version may cause the relevant boxes to expand and increase the length of the document. This is acceptable and does not change the approved form, provided the section text (description on the left- hand side of the page) is not altered. Appointed competent person (design or specification) — (sections 34 and 36 of the BR.2021) A building certifier must assess and decide to appoint an individual as a competent person before they can, as a competent person, give design-specification help. The building certifier is required to keep detailed records about what was considered when appointing a competent person. A building certifier must be satisfied that an individual is competent to give the type of inspection help having regard to the individual’s experience, qualifications and skilis and if required by law to hold a licence or registration, that the individual is appropriately registered or licensed. An individual is appointed as competent to give design-specification help on or from a particular day. The building certifier can also decide an individual is a competent person (design-specification) and a competent person (inspection) at the same time or for the same systems or components of the work. For further information about assessment of someone as a competent person refer to the Guideline for the assessment of competent persons. PRIVACY NOTICE The Department of Energy and Public Works is collecting personal information as required under the Building Act 1975. This information may be stored by the Department, and will be used for administration, compliance, statistical research and evaluation of building laws. Your personal information will be disclosed to other government agencies, local government authorities and third parties for purposes relating to administering and monitoring compliance with the Building Act 1975. Personal information will otherwise only be disclosed to third parties with your consent or unless authorised or required by law. Building Regulation 2021 « Section 73 and 77 * Form 15 ® Version 1 ¢ September 2021 Page 3 of 3
Page 8
| -ENGINEERING “& BUILDING INVESTIGATION SERVICES EBIS ACN: 104 324 969 ABN: 93 104 324 969 Client: DJ Sommer Homes (Cooroy) Our Reference: 210417-BH Site Address: L21 (16) Pines Road, Cooroy Date Tested: 21/01/22 Drill Type: Hand Auger Borehole Location: Refer Site Sketch BOREHOLE LOG NO.1 Samples Classification . Consistency/ Taken FILL bcp Depth Symbol SOIL DESCRIPTION Moisture Density 0 (CH) Silty clay Moist Soft - 100 Dark brown . Very 1 200 (CH) Silty clay moist Soft to firm 2 300 Trace gravels 3 400 Brown Silty clay with gravels . . 4 500 (Ch) Fine to medium & coarse grained sand Moist Stiff 6 600 Red brown 3 700 (Ch) Shalley gravelly silty clay Moist Stiff 3 800 Fine to medium & coarse gravels Gravels increasing 5 900 | Some cobbles & rock fragments 5 1000 END BOREHOLE Hand Auger 5 4100 UTP cobbles & rock fragments 6 1200 7 1300 7 1400 11 1500 15 1600 25 1700
Page 9
ie X. ‘it | ENGINEERING | t EBIS | 7 & BUILDING INVESTIGATION SERVICES if doar Client: DJ Sommer Homes (Cooroy) Our Reference: 210417-BH Site Address: L21 (16) Pines Road, Cooroy Date Tested: 21/01/22 Drili Type: Hand Auger Borehole Location: Refer Site Sketch BOREHOLE LOG NO.2 Samples | Fit | pcp | Depth Csymbol SOIL DESCRIPTION Moisture | Consistency! 0 (CH) Silty clay Moist Soft 1 100 Dark brown mee +] 200 |e 1 a wot |S 1 300 Brown 3 400 (Ch) Fine to modo somes grained sand Moist Stiff 4 500 Red brown 6 600 (Cl) Shailey gravelly silty clay Moist Stiff 8 700 Fine to medium & coarse gravels 10 800 Gravels increasing 12 900 Some cobbles & rock fragments 10 4000 10 1100 END BOREHOLE Hand Auger 1200 UTP cobbles & rock fragments 1300 10 1400 12 1500 10 1600 11 1700 10 1800 12 1900 10 2000 14 2100 14 2200
Page 10
.
{ *
“& BUILDING INVESTIGATION SERVICES
EBIS|
ACN: 104 224 969
ABN: 93 104 324 969
Client: DJ Sommer Homes (Cooroy) Our Reference: 210417-BH
Site Address: L21 (16) Pines Road, Cooroy Date Tested: 21/01/22
Drill Type: Hand Auger Borehole Location: Refer Site Sketch
BOREHOLE LOG NO.3
Samples Classification Consistency/
Taken FILL DCP Depth Symbol SOIL DESCRIPTION Moisture Density
0 (CH) Silty clay Moist Soft
- 100 Dark brown
- 200 (CH) Silty clay Moist Stiff
2 300 Trace gravels
1 400 Brown with red mottling
3 500 (Cl) Shalley gravelly silty clay Moist Stiff
8 600 Fine to medium & coarse gravels
Gravels increasing
10 700 Some cobbles & rock fragments
4 800 END BOREHOLE Hand Auger
900 UTP cobbles & rock fragments
- 1000
12 1100
18 1200
14 1300
Page 11
de “OENGINEERING EBIS 7 & BUILDING INVESTIGATION SERVICES ACN: 104 324 969 ABN: 93 104 324 969 Bal =\. J LABORATORY TEST RESULTS Client: DJ Sommer Homes Job No: 210417 Address: 16 Pines Road, Cooroy Lab No: 210417-A Location: BH2 @ 200-300 Date Sampled: 21/01/2022 Description: Silty Clay with gravels (CI-CH) Firm, Moist, Yellow Light Brown with Orange mottling Test Procedure: AS1289.3.4.1/2.1.1 LINEAR SHRINKAGE CALCULATION Length of Mould (mm} 150 Length of Dry Soil (mm) 131 Shrinkage (mm) 19 Linear Shrinkage % 13 Prepared by: Louis McGrath Date: 25/01/2022 PO Box #73 BUDDINA 0 4575 Unit 2 / 4 Textiie Ave, Warana P (07) 54369199 F (07) 5436 9198 E [email protected]
Page 12
{NGINEERING
& BUILDING INVESTIGATION SER VICES
ACN: 104 324 969
ABN: 93 104 324 969
DETAILS ON THIS PLAN ARE
APPROXIMATE ONLY. DO NOT
SCALE FROM PLAN FOR
CONSTRUCTION PURPOSES.
PROPOSED FUTURE DRIVEWAY -
ALL DETAILS TO BE CONFIRMED
PROPOSED FILL
EMBANKMENT BY Ad
OWNER - DETAILS /
TO BE CONFIRMED,
—+—UNSEALED TRACK
CUT EMBANKMENT WITH HARD
[—~SHALEY ROCK EVIDENT IN CUTIING
AN
o> X LY it
WY COARSE
qx PROPOSED we
RESIDENCE
APPROXIMATE CENTER
OF RIDGE UNE
ror eaae NOMEN
EMBANKMENT
bo togg
3.8653 Ha rASTEOANATELOCATON SP
LOCATION TO BE CONFIRMED
SITE SKETCH
JOB No.: 210417
Scale.:N.T.S. Drawn: LM
Page 13
LOT 21 PINES ROAD, COOROY
PHOTOGRAPHS OF SITE
Proposed house site
[OCR of page images]
LOT 21 PINES ROAD, COOROY
PHOTOGRAPHS OF SITE
Proposed house site
Page 14
LOT 21 PINES ROAD, COOROY
PHOTOGRAPHS OF SITE
Proposed house site
Driveway alignment on north side of ridge line
Page 15
LOT 21 PINES ROAD, COOROY
PHOTOGRAPHS OF SITE
Shallow bedrock in cut in embankments near house site
Page 16
SITE CLASSIFICATION - CLASS "M" Cancers ON Solt MOSTURE
FOOTING DESIGN CONSIDERATIONS:
~ CUT & FILL EARTHWORKS ARE PROPOSED TO BE UNDERTAKEN TO PROVIDE LEVEL BUILDING PLATFORMS
- THE SITE SLOPES MODERATELY TO STEEPLY
~ STEEP EMBANKMENTS EXIST ON/NEAR THE SITE
- CLAYS PRESENT ON THE SOIL PROFILE ARE MODERATELY REACTIVE
~ ROCKS/ROCK FLOATERS ARE LIKELY TO BE ENCOUNTERED DURING FOOTING EXCAVATIONS
- THERE NEEDS TO BE DRAINAGE CONTROL OF SURFACE WATER
E.B.I.S. RECOMMENDS THAT WE UNDERTAKE
CONSTRUCTION INSPECTIONS FOR FOOTING
AND/OR SLAB EXCAVATIONS TO VERIFY SITE
ALTERNATIVE SLAB DESIGN
125mm THICK CONC. FLOOR
SLAB REINF. WITH 2 LAYERS OF SL82 MESH
30 TOP & 40 BTM COVER
P4 PIERS TO BE DELETED
P1 350 dia FOOTING PIERS FOUNDED
& 900mm MINIMUM DEPTH & TO REFUSAL
ONTO ROCK (REINF. AS NOTED)
P2 350 dia FOOTING PIERS FOUNDED
& 900mm MINIMUM DEPTH & TO REFUSAL
ONTO ROCK
P3 350 dia THICKENING PIERS FOUNDED
900mm MINIMUM DEPTH & TO REFUSAL
ONTO ROCK
P4 350 dia INTERNAL SLAB PIERS FOUNDED
& 900mm MINIMUM DEPTH & TO REFUSAL
RESIDENCE SLAB
100mm THICK CONC. FLOOR
SLAB REINF, WITH SL82 MESH.
P5 350 dia PAD FOOTINGS FOUNDED
& 900mm MINIMUM DEPTH & TO REFUSAL
ONTO ROCK
Pé 350 dia PAD FOOTINGS FOUNDED
& 900mm MINIMUM DEPTH & TO REFUSAL
ONTO ROCK
ONTO ROCK
AND SOIL CONDITIONS PRIOR TO PLACEMENT 30 TOP COVER IN CUT AREA
OF CONCRETE 40 BTM COVER IN FILL AREA
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ALTERNATIVE SLAB DESIGN e ~ “ © © ~ o o 4 Vv ac
125mm THICK CONC. FLOOR
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30 TOP & 40 BIM COVER
P4 PIERS TO BE DELETED
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P2 P2 _ — P2 P2 P2 P2 7 ry TW p2 P2 P2 P2 P2
ee P2 P2 P2 ATRE-ENTRANT CORNERS
PLACE 2 PIECES 3-L117M200
a 1500 LONG TIED UNDER
ee SLAB MESH AT 45°
FOOTING & SLAB PLAN
FOR TENDER/APPROVAL 02.03.2022
Engineering & Building Investigation Services Proposed New Residence
FOOTING & SLAB PLAN
Drawing No. A3-210417-FD1
at Lot 21 (No. 16) Pines Road, Cooroy
Client: C & H Fraser
Unit 1/4 Textile Ave, Warana PO Box 973 Buddina 4575
T: (07) 5436 9199 F: (07) 5436 9198 E: [email protected]
Scale: 1:100
February 2022
Drawn: SLS
Checked: Cyd
Page 17
NOTES
1. CONCRETE CLASS
CONCRETE TO BE CLASS N25 FOR SLABS & CLASS N20
FOR FOOTINGS & PIERS. 80 SLUMP. 20 NOM. AGGREGATE
2. CONCRETE COMPACTION
ALL CONCRETE TO BE MECHANICALLY VIBRATED FOR
COMPACTION IN TRENCHES OR FORMWORK.
3. SITE SOIL CONDITIONS
IF SOIL OR SITE CONDITIONS VARY FROM THOSE
INDICATED IN THE SITE INVESTIGATION REPORT THEN
THE FOOTING AND SLAB DESIGN SHOULD BE VERIFIED
WITH E.B.LS.
4, SCALED DIMENSIONS
DO NOT SCALE THIS DRAWING FOR SET OUT. REFER TO
DIMENSIONED WORKING DRAWINGS.
5. TERMITE MANAGEMENT.
PROVIDE TERMITE MANAGEMENT SYSTEM TO REDUCE
LIKELIHOOD OF TERMITE INFESTATION & TO DETER
CONCEALED ENTRY.
|
j | TIMBER
IN HIGH MOISTURE SITES, | | FRAME
COAT EDGE WITH XYPEX
.. CONCENTRATE WHERE |.
CONCRETE IN CONTACT | |
LAP VAPOUR BARRIER
WITH SOIL OR EXTEND
VAPOUR BARRIER 10 {| 200mm MIN. & FULLY TAPE
FIGURE 5.2 OF AS2870 |
6. FILL COMPACTION
COMPACT FILL UNDER SLAB TO 65% SAND DENSITY
INDEX OR 98% STANDARD COMPACTION. USE ONLY CLEAN
SOIL - FREE OF ORGANIC OR COMPRESSIBLE MATTER.
7. ARTICULATION JOINTS
ARTICULATION JOINTS TO BE CONSTRUCTED IN ACCORDANCE
WITH “CONCRETE INFORMATION" FROM THE CEMENT AND
CONCRETE ASSOCIATION OF AUSTRALIA - TECHNICAL NOTE 61.
8. LOAD BEARING
LOAD BEARING WALLS SHOULD BE SUPPORTED BY SLAB
THICKENINGS. WHERE THIS DOES NOT OCCUR, VERIFY THE
DESIGN WITH E.B).S.
9. SITE INSPECTIONS
THE FOOTING & SLAB PREPARATIONS SHOULD BE VERIFIED
BY INSPECTIONS DURING CONSTRUCTION. WHERE PREPARATION
VARIES FROM THE DESIGN THEN ADEQUACY SHOULD BE
VERIFIED WITH E.B.1.S
10, HOT WEATHER CONDITIONS
DURING HOT OR WINDY CONDITIONS
ADDITIONAL PRECAUTIONS SHOULD BE TAKEN
TO CONTROL EVAPORATION, TO REDUCE THE RISK
OF PREHARDENING CRACKING IN CONCRETE,
THIS MAY TAKE THE FORM OF A SPRAY ON ANTI -
EVAPORATIVE AGENT AND ESTABLISHING A
TEMPORARY WIND BREAK
11, BLOCK WORK REINFORCING
VERTICAL STARTER BARS ARE TO BE PROVIDED TO COINCIDE
WITH THE LOCATIONS SPECIFIED BY THE DESIGNER. THESE ARE
GENERALLY AT ALL CORNERS, EITHER SIDE OF OPENINGS
AND AT 1200 MAX CENTERS AND ARE TO BE CAST INTO
THE FOOTING AND/OR SLAB
12, PLUMBING (STORMWATER & SEWER)
FOR “M, H1, H2 & E" CLASS SITES, PROVIDE ROTATION BENDS &
TELESCOPIC JOINS TO ACCOMODATE MOVEMENT OF SOIL
WITHOUT SEPARATION OF PIPEWORK. PIPEWORK FITTINGS SIMILAR
TO “STORMPLASTICS" (WITH RECOMMENDED PRACTICE) IS
RECOMMENDED. WHERE LARGE RUNS OF PIPE, SOFT SOILS OR
UNCOMPACTED FILL LOCATED UNDER SLAB, PROVIDE SUPPORT
FIXING TO SUSPEND FROM MAIN SLAB
13, REFERENCED DOCUMENTS
THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH
REPORT No. 210417-SI/FD BY EBIS
COMPLIANCE WITH DESIGN
FOR COMPLIANCE WITH OUR DESIGN, THE FOLLOWING
MINIMUM STANDARD FOR PIER/PAD FOOTING CONSTRUCTION
IS REQUIRED:
BASE OF PIERS ARE TO BE OF AT LEAST THE SPECIFIED DIAMETER
LOOSE SOIL IS TO BE FULLY REMOVED TO EXPOSE THE SPECIFIED
FOUNDING SOILS;
WHERE COMPLETE REMOVAL OF SOILS IS UNACHIEVABLE, THEN
DEPTH OF THE FILL SHOULD BE LIMITED TO NO MORE THAN 50mm
AND COMPACTED TO ACHIEVE AN ALLOWABLE BEARING CAPACITY
OF 200kPa
AS A GUIDELINE ONLY
FOR SAND:
A70 x 35 STUD SHALL NOT PENETRATE MORE
THAN 20mm USING GREAT EFFORT
FOR CLAY:
A N12 ROD SHALL NOT PENETRATE MORE
THAN 50mm USING GREAT EFFORT
THICKEN SLAB LOCALLY & PLACE
EXTRA SQUARE SL82 SLABMESH
(1200 x 1200) OVER EACH SLAB
PIER. 30 TOP COVER
I" N12 STARTER BARS
| At 1000 CTS OR
| RIO STARTER BARS
|
j
AT 600 CTS
AS PER CLAUSE 5.3.3.4
3-L11TM TOP & BTM TIED AS2870
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OR EQUIVALENT CAGE
[ FOUND P2 PIERS
350
FOOTING & SLAB DETAIL
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350 TO
SLAB THICKENING DETAIL
FOR TENDER/APPROVAL 02.03.2022
Engineering & Building Investigation Services —
Unit 1/4 Textile Ave, Warana
PO Box 973 Buddina 4575
Proposed New Residence
EBIS
T: (07) 5436 9199 F: (07) 5436 9198 E: [email protected]
Client: C & H Fraser
at Lot 21 (No. 16) Pines Road, Cooroy
FOOTING & SLAB DETAILS
Drawing No. A3-210417-FD2
Scale: 1:20
February 2022
Checked tod
Drawn: SLS
Page 18
| \ SL82 SLABMESH. 40 BTM COVER 100 —_——_— >, f F7 VAPOUR BARRIER VERT. BARS BENT | 500 INTO SLAB N12 STARTER BARS AT 400 CTS. LAP 500 WITH VERT. BARS TO NCC/AS2870 = VN a 2 2 Do & N12 BARS AT 400 & COMPACTED 5 TH WAY: = | EARTH FILL CTS BOTH s o Pad 5 & QoQ 2 x [NARS Fr 4 3-L11TM TOP & BTM TIED | l ol 8 WITH Ré LIGS AT 900 CTS g, OR EQUIVALENT CAGE | i l bo a Ue aAll AS SPECIFIED 4-N12 BARS.IN PIER TIED WITH R6 LIGS AT 300 PITCH 350 RETAINING WALL DETAIL TM (TOP & BIM) 3-L11TM 200 FOOTING DEPTH 450 DEEP HEIGHTOFCAGE | 300 NUEMANNS STEEL CAGE NS7 BLUESCOPE BLUESCOP| Z17X30412 MESH & BAR ZED CAGE 27 BLUESCOPE WICAGE 1220X30611 ONeTEEL ze71 SHS POST AS NOTED PROVIDE BITUMOUS PAINT 100mm EITHER SIDE OF TOP OF PAD FOOTING HW COLUMN AS NOTED 50x 5 MS STIRRUP - PRYDA PSQ OR SIMILAR FIX TO COLUMN WITH 2-M12 HDG BOLTS | 75mm CLEARANCE - = 7 7 F * - — q AT DOD DOT SAAR SAY) RD RT RIG WASARDAY KS R TRIE “YS 4 ’ i Cc £2) Ns fs =| Es z 8 1 | &} 88 100 x 100 x 8 THICK a] 2 ao] Se BASE PLATE FULLY a ! \ < o WELDED TO POST < | \ 1-N12 BAR HOOKED E € i OVER STIRRUP Q _l Lt Q 3 COLD JOINT 8 ' \ 2-512 LOOPED BARS CAST INTO FIRST POUR FOUND FOOTING FOUND FOOTING AS SPECIFIED 3500 AS SPECIFIED 3508 PAD FOOTING DETAIL PS N WARNS) 450 min jembeddm 600 min SHS POST AS NOTED PROVIDE BITUMOUS PAINT 100mm EITHER SIDE OF TOP OF PAD FOOTING 4500 CORT RI PRI BELLED OUT TO 550 PAD FOOTING DETAIL P6 SOAS 100 x 100 x 8 THICK BASE PLATE FULLY WELDED TO POST FOUND FOOTING AS SPECIFIED PAD FOOTING DETAIL (for shallow rock) SL82 SLABMESH. 40 BTM COVER 1 4 —< 100 o VAPOUR BARRIER I Fae | a iritazoo TONCC/AS2870 350 EDGE BEAM DETAIL FOR TENDER/APPROVAL 02.03.2022 Engineering & Building Investigation Services -, Unit 1/4 Textile Ave, Warana PO Box 973 Buddina 4575 | EH BIS T: (07} 5436 9199 F: (07) 5436 9198 E: [email protected] Proposed New Residence at Lot 21 (No. 16) Pines Road, Cooroy Client: C & H Fraser FOOTING & SLAB DETAILS Drawing No. A3-210417-FD3 Scale: 1:20 February 2022 Drawn: SLS Checkedy Fad
Page 19
N12"L" BAR TOP & BTM LAP WITH CAGE WIRES OVER LAP CAGES KX RR K FULL WIDTH 500 LAP t sn 5 a =$ abs / — — _ _ oe = | — — COMPACTED a sc \ — _ | | Soe ee Se EARTH FILE 5 8 Se aiitities 9 2 N12"L" BAR TOP & BTM | PS a LAP WITH CAGE WIRES 9 —— fae ~ : | | NATURAL | | SOIL PROFILE 4 FOUND PIERS Lt L_ p——! width AS SPECIFIED s— as noted — 2000 MAXIMUM CENTRES 2000 MAXIMUM CENTRES | I | TYPICAL FOOTING INTERSECTION DETAIL FOOTING PIER DETAILS FOR TENDER/APPROVAL 02.03.2022 Engineering & Building Investigation Services - Unit 1/4 Textile Ave, Warand PO Box 973 Buddina 4575 | EBIS T: (07) 5436 9199 F: (07) 5436 9198 E: [email protected] Proposed New Residence at Lot 21 (No. 16) Pines Road, Cooroy FOOTING & SLAB DETAILS Drawing No. A3-210417-FD4 Client: C & H Fraser Scale: 1:20 February 2022 | Drawn: SLS Checked Ca, Jf
Page 20
LAGGING THICKNESS
+
100
”
ze 4
ina * SERVICE
5 a PIPE
Ee lad Ee 3
T CLEARANCE TO
REINFORCEMENT
~ CLASS S, M= 25mm FIG WIDTH
- CLASS H, E, P= 40mm
SERVICE PENETRATION LOCATION NOTES:
-MAINTAIN SPECIFIED FOOTING DEPTH, SLAB DEPTH
AND REINFORCEMENT COVER AT ALL TIMES.
-WHERE SERVICE PIPES INTERFERE WITH FOOTING
DEPTH OR REINFORCEMENT COVER, THE FOOTING
MUST BE DEEPENED AND MINIMUM REINFORCEMENT
COVER MAINTAINED
-CUTTING OR BENDING THE REINFORCEMENT TO GO
AROUND OR OVER THE PIPE MUST NOT BE PERMITTED
SERVICE PENETRATION LOCATION
SERVICE PIPE
& LAGGING
REINFORCEMENT SPECIFICATIONS
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>
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7
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REINFORCEMENT / STEEL LAP NOTES:
TRENCH MESH
STEEL BARS
CORNER BARS
SLAB FABRIC
<9 fee a ly
200 x 200
SQUARES
- 500mm IN A STRAIGHT LINE OR
TO THE FAR FACE AT "T” AND "L" INTERSECTIONS
-"N" BARS - 35 TIMES THE BAR DIAMETER
N12 - 420 LONG
N16 - 560 LONG
- REQUIRED AT ALL "T" AND "L” INTERSECTIONS
- ONE FULL PANEL OF FABRIC, SO AS THE TWO
OUTER-MOST TRANSVERSE WIRES OF EACH SHEET
ARE OVERLAPPED
REFER TO DETAIL
ee
200 x 100 EDGE
SQUARE
SLAB FABRIC LAP DETAIL
— i oz =
szi ——\ — f
wey 1000 1000
LAP EXTRA LAYER
OF MESH WITH
LOCAL DEEPENING — iMESH Wit | - sxerG verry
2-N12"Z" BARS
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STEP IS > 200 AND oO
900 MIN. LAP < 2x FIG DEPTH ic
STEP IS < 200 x 2-N12 "Z" BARS
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STEPPED FOOTING DETAIL 1 STEPPED FOOTING DETAIL 2
FOR TENDER/APPROVAL 02.03.2022
Engineering & Building Investigation Services - Proposed New Reson od Cooroy FOOTING & SLAB DETAILS Drawing No. A3-210417-FD5
Unit til WwW PO Box 973 Buddina 4575 . '
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Page 21
61
aug
2008
Technical note
Articulated Walling
Articulated
walling
PREFACE deal only with angular distortions in walls due
In 1984 the Cement & Concrete Association of to the response of a footing system to ground
Australia (now Cement Concrete & Aggregates deformations. Other movements in masonry walls
Australia) published Construction Note 9 Articulated are deemed to be accommodated by other types
Walling (CN9). It was replaced in 1991 by Technical of control joints. This document nevertheless
Note 61 (TN61) under the same title. This first recognises that it is often appropriate for articulation
edition of TN61 was a referenced document in joints to be multi-purpose, ie to function as
AS 2870.1 – 1988 Residential Slabs and Footings – expansion and/or contraction joints in addition to
Part 1: Construction. their primary function.
A second edition of TN61 published in 1998
took into account the provisions of a replacement 1 SCOPE
Standard, ie AS 2870 – 1996 Residential Slabs and This Technical Note deals with the articulation of
Footings – Construction. It remains a referenced masonry walls, both internal and external, built on a
document in that Standard. It is also a referenced concrete slab-on-ground or strip footing. The details
document in the Building Code of Australia (BCA), included also provide guidance for the articulation
Volume 2 Housing Provisions. of masonry walls with other footing systems on
This third edition of TN61 also takes into reactive soils, eg pier-and-beam footings.
account the requirements of all relevant Australian The joint spacings and details given are intended
standards including the draft of the yet-to-be- for masonry (brick and block) walls constructed of
published AS 4773 Construction Practices for materials such as clay, concrete, calcium silicate or
Masonry in Small Buildings. The definition of stone. Autoclaved aerated concrete (AAC) masonry
articulation joints used in this Standard has been walls are not covered in this document. While the
adopted, ie as a subset of ‘Control Joints’ they principles still apply, the joint spacing will need to
be appropriate for the increased stiffness of the
AAC wall system.
Page 22
Likewise, the principles apply in mine subsidence movement. Measures intended to provide more
areas (particularly in areas where long-wall mining consistent foundation conditions include:
methods are used) as the ground movements are ■ Draining surface water away from the building to
similar to those encountered on reactive clay soils. prevent ponding adjacent to footings.
However, items such as the required joint width and ■ Providing ‘apron’ paths around perimeter walls
spacing will need to be calculated to confirm that to better control and provide more consistent
the details contained herein are appropriate for the moisture levels within the soil adjacent to the
expected ground movement. footings.
While articulation joints normally apply to ■ Avoiding large trees or thick shrubbery nearby
masonry walls, framed walls (referred to as clad that locally draw moisture from the soil and
frame in AS 28701) which are more flexible than cause uneven and often large soil movements.
masonry walls may also benefit from articulation. ■ Providing flexible drainage connections to
The location and spacing of articulation joints for prevent water leakage near footings.
clad frame walls are similar to those recommended
for masonry walls. These and other practical measures are
While every individual situation where an outlined in Foundation Maintenance and Footing
articulation joint is required can not be covered Performance: A Homeowner’s Guide3.
because of the variety of wall and window/door
opening combinations, this document provides 3 FOUNDATION AND BUILDING MOVEMENT
guidelines for the location and detailing of The foundation is the ground that supports the
articulation joints. building and the footing is the construction
(concrete slab, strip, pad or piers) which transfers
2 INTRODUCTION the load from the building to the foundation.
Masonry walls – whether built of bricks or blocks, Footings may be designed to either restrict
made of fired clay, concrete or sand/lime – are or accommodate movements that occur in the
rigid and brittle. They can thus tolerate only minor foundation soil. For small buildings constructed on
footing movement without cracking and/or causing soils that shrink or swell (reactive sites) it is usually
windows and doors to become jammed. uneconomical to attempt to design a rigid footing
Unpainted masonry walls incorporating cement/ system to avoid transmission of any significant
lime mortar are the most tolerant of movement, movement to the superstructure. It is better to
and any cracking in the mortar joints tends to be design the footing system to allow a limited amount
inconspicuous. In rendered and/or painted walls, of movement, and a superstructure that can tolerate
cracking may be visually unacceptable, even though that movement.
structural performance is unimpaired. Generally, the more reactive the soil is the more
The solution is to provide footings that are rigid rigid the footings need to be in order to ensure the
enough or to articulate the walls; the latter will acceptable performance of the structure above.
usually be the more economical solution as more If brittle elements such as masonry walls which
flexible footings can be used. Articulation involves are susceptible to cracking due to movement are
dividing the walls into panels separated by vertical articulated, the risk of cracking will be minimised,
joints that allow movement and thus reduce the risk and less-rigid footings than those needed for
of cracking. non‑articulated buildings will be adequate.
Footing movement is typically caused by Deemed-to-comply or standard footing systems
swelling and shrinking of the foundation material. for soils of varying reactivity are detailed in AS 2870.
Thus the risk of movement depends on the extent Apart from full masonry on Class H sites, for which
to which the foundation soil reacts to changes articulation is mandatory, options are given for
in moisture content. AS 2870 classifies sites in either articulated or non-articulated masonry
accordance with the soil’s reactivity in a range from construction for various site classes. On stable sites
Class A (stable) to Class E (extremely reactive). The (Class A) and slightly reactive sites (Class S) no
Building Code of Australia (BCA)2 requires that concession in footing size is allowed for articulated
houses on all sites other than Class A and Class S masonry veneer walling. On Class S sites there is a
(slightly reactive) incorporate articulated walls. concession for articulated full masonry. Note that
It is important to note that articulation of the the acceptable construction provisions of the BCA
walls of a building does not replace the need to require articulation on all site classes other than
adopt other measures which are essential when Class A and S.
building on reactive-soil sites to further reduce the
risk of cracking to masonry walls from foundation
Page 2 Articulated Walling
Page 23
Joint width INCREASES at top of wall
More flexible wall types such as clad frame
walls with timber or metal studs will also benefit
from articulation to reduce the risk of surface
distress and window and door jamming due to
Joint width as constructed
foundation movement.
The construction of a building on a reactive DOMING CAUSED BY SWELLING OF REACTIVE SOILS
soil site typically causes changes in the moisture
content of the soil under the building relative to the Joint width DECREASES at top of wall
surrounding soil. After the construction of slab-
on-ground footings the soil beneath the slab will
generally have a higher moisture content than the
surrounding soil, causing reactive soils to swell
and form a mound. Strip footings with suspended
flooring systems, which provide ventilation under
the floor, generally cause the soil beneath the
floor to dry causing reactive soils to shrink and
form a dish. Seasonal weather changes (ie dry and Joint width as constructed
wet periods) will cause reactive soils around the DISHING CAUSED BY SHRINKAGE OF REACTIVE SOILS
exposed edges of the building to also either swell
or shrink. This may increase the mounding (dry Figure 1 Effect of ground movement on footings and
periods) or even cause dishing of slab-on-ground articulated walls
footings if the moisture increase around the edges
is more than that under the slab (wet periods)
Figure 1.
The differences in the soil movement cause
the greatest problems. Doming and dishing of the
foundation soil and footings – although it may be Articulation joint
only a few millimetres – causes distortion in the may commence
walls. Articulation is designed to accommodate above DPC if
close to footing
such movement by dividing walls into smaller
panels that can move independently of each other, Damp-proof
thereby minimising the risk of cracking in the walls. course (DPC)
Doming and dishing of the footings means that
articulated wall panels need to be able to move
in their own plane, with the articulation joints
opening and closing in response to the foundation
movement. The articulation joint width and details
(eg sliding or vertical expansion joint ties) should
allow for this movement. Note that the foundation
movement associated with reactive soils generally
occurs over long periods (say 12 to 18 months) due Figure 2 Articulation joint above damp-proof course
to the relative impermeability of the clay materials
that typically cause the swelling and shrinkage
movements. Thus joints will tend to open or close
seasonally with prolonged wet or dry conditions,
rather than over short periods.
It should also be noted that the greatest opening
or closing occurs at the top of an articulation joint,
with little or no movement at the bottom (ie at the
top of the footing). For this reason, provided that
some hairline cracks in the wall just above the
footing is acceptable (usually concealed within the
mortar joints), articulation joints may start above
the level of the damp-proof course Figure 2. This
has the advantage of providing less interference to
the installation of damp-proof courses and termite
Articulated Walling Page 3
Page 24
barrier systems within the masonry walling or requiring minor repair work such as repointing.
cavity. For situations where the damp-proof course Note that these fine cracks usually occur in the
is more than say 400 mm above the footing or the mortar joints where they often go unnoticed.
risk of cracking in this area must be minimised, it Damage in categories 3 and 4 will generally
is recommended that the articulation joint should require more substantial repairs.
extend down to the footing and allowance be made Thus while articulation allows a more flexible
for movement in any built-in components such as and therefore economical footing system for a
termite barriers. particular walling type and soil reactivity, the
Ideally, the wall layout for the building should expected performance levels of the standard
follow a basically straight grid pattern so the designs having articulated walling follows the same
beams of a raft slab can follow the wall pattern philosophy outlined above regarding acceptable
economically and simplify the division of the wall crack widths, ie the majority of articulated walls
into independent panels by articulation joints. on footing systems complying with AS 2870 will
The roof construction (framed, trussed or perform satisfactorily, some will display fine cracks
beam‑and-rafter) should include adequate bracing and a few will have noticeable cracking.
to prevent spreading of the roof framing and hence Articulation may therefore be used in two ways
the tops of walls being pushed out which could for any given walling type: it may be used to reduce
cause cracking of internal walls that are located the required footing size, or, by maintaining the
adjacent to the eaves. footing size required for the non-articulated case,
to further reduce the risk of walls cracking and
4 FOOTINGS FOR ARTICULATED WALLS windows and doors jamming. The latter approach is
One of the benefits of articulated walling is the recommended for walls containing arches, and for
reduction in the size and ultimate cost of footings buildings with rendered or painted finishes where
required for a building with masonry walls on any cracking that may occur is more noticeable.
reactive soils. Because an articulated structure has If one of the standard footing designs in AS 2870
sufficient flexibility to move in harmony with the (which ensure compatibility between footing design
footings without developing unacceptable cracks, and tolerable movement for the type of walling
the footing can be designed to be less rigid than system) is not used, the designer should consider
would be required for a non-articulated masonry the following points when determining the allowable
superstructure. deflection of the footings:
Regarding the ‘acceptability’ of cracking, ■ Materials and construction of internal and
AS 2870 includes guidance on this by classifying the external walls
damage that may occur to walls. Adoption of the ■ Surface finish of internal and external walls
deemed-to-comply or standard footing designs in ■ The number of articulation joints and their
AS 2870 should ensure that the majority of damage location
to walls falls into damage category 0 (either no ■ Length and plan arrangement of walls
cracking or hairline cracks less than about 0.1 mm ■ The inclusion of damage-prone elements such
in width), some may fall into category 1 (fine cracks as masonry arches.
less than about 1 mm in width which do not need
repair) and a few may fall into category 2 (noticeable Suggested maximum limits for the deflection
cracks less than about 5 mm in width that can be for the design of footings and rafts for various types
easily filled). Damage categories 3 and 4 include of construction given in AS 2870 are reproduced in
cracking from 5 mm to 15 mm and 15 to 25 mm Table 1. The limit adopted for a particular design
respectively with doors and windows jamming and, will depend on the form of construction and take
in the worst cases, possibly distorting. Damage account of factors such as the distance between
within these categories seldom occurs, and when articulation joints, number of storeys, first-floor
it does, is usually the result of some specific site construction materials, wall surface finish, and
problem. The range of categories acknowledges whether or not the masonry is reinforced. The
that standard footing designs on typical sites of a design limit for deflection should be nominated
particular soil classification (Class A, S, M and H) by an experienced engineer. Note that for
will generally perform satisfactorily, but that soil non‑articulated, full-masonry construction, a
conditions are variable. Thus, in some instances the deflection of the footing of around 5 mm over a
soil and therefore footing movements will be greater. 10-m span may cause cracking.
The Guide to Standards and Tolerances4 Should more than one form of construction be
produced by various State Government Authorities, used in a building, it is possible to design footings
refers to a category 2 crack as being a defect with different limits of deflection in separate parts
Page 4 Articulated Walling
Page 25
of the building. AS 2870 simplifies this issue by
equating different external and internal wall types to
an ‘equivalent’ type of construction which may then
be used for the entire footing system, thus allowing
standard details to be used throughout.
5 SPACING OF ARTICULATION JOINTS
If footings appropriate for articulated masonry have
been selected from the standard designs within
AS 2870, then the recommended maximum spacing
of articulation joints in straight, continuous masonry
walls having no openings should be in accordance
with Table 2. If walls have openings larger than
900 x 900 mm, the maximum joint spacing should
be 5.0 m.
The spacing from corners or ends of walls
should be in the range of 2 m to 4.5 m for all
finishes and masonry wall types. Control joints less
than 2 m from the corner or end of a wall may be
necessary for other reasons. However, they should
not be regarded as effective articulation joints
Figure 3. For single-storey construction, if there are
windows present near corners or ends of walls then
Figure 3 Control joints less than 2 m from the the articulation joint should generally be located
corner do not function as articulation joints near or at the furthest side of the window from the
corner or end of wall Figure 4.
≤ 4.5 m ≤ 5.0 m ≤ 4.5 m
from corner (openings > 900 x 900) from corner
≤ 4.5 m
from corner
Lounge Bed room Bed room ≤ 4.5 m
room from corner
≤ 6.0 m
(no openings) Dinning Kitchen Laundry Bath Bed room ≤ 4.5 m
room from corner
≤ 4.5 m Family room
from corner
≤ 4.5 m
from corner
Articulation joints
Figure 4 Typical location of articulation joints for brick veneer building
on Class M site with face finished masonry
Articulated Walling Page 5
Page 26
Table 1 Maximum design differential movement, ∆, for design of footings and rafts (from AS 2870)
Absolute maximum deflection, ∆
as a function of span, L Absolute maximum deflection, ∆
Type of construction (mm) (mm)
Clad frame L/300 40
Articulated masonry veneer L/400 30
Masonry veneer L/600 20
Articulated full masonry L/800 15
Full masonry L/2000 10
Notes: ‘L’ is the footing or slab length in the design direction.
'Special provisions for the Design of Residential Slabs and Footings for South Australian Conditions' 5
relates the maximum deflection to joint spacing.
Table 2 Maximum spacing of articulation joints for unreinforced masonry walls (after AS 4773 Parts 1 and 2 6)
Joint spacing (m) for wall height/joint widths
4 m to 8.5 m high
Site Masonry wall construction and Up to 4 m high
class1 surface finish for 10-mm joints For 10-mm joints 15-mm joints
A and S Articulation not required2
M, M–D External face finish masonry 6.0 4.2 6.0
External rendered and/or painted masonry 5.5 3.9 5.5
Internal face finish or sheeted masonry 6.0 4.2 6.0
Internal rendered and/or painted masonry 5.5 3.9 5.5
H, H–D3 External face finish masonry 5.0–5.5 3.5–3.9 5.0–5.5
External rendered and/or painted masonry 4.5–5.0 3.2–3.5 4.5–5.0
Internal face finish or sheeted masonry 5.0–5.5 3.5–3.9 5.0–5.5
Internal rendered and/or painted masonry 4.5–5.0 3.2–3.5 4.5–5.0
E Refer Note 4
Notes:
1 As defined in AS 2870
2 Use maximum spacing for expansion or contraction joints.
3 For H–D sites use the shorter spacing within the range.
4 The location of articulation joints for Class E sites should be determined from engineering principles.
Page 6 Articulated Walling
Page 27
If length greater than
spacing in Table 2,
provide articulation joints
Open articulation Sealed articulation
joint between masonry joint between single-
fence and house and two-storey wall
Figure 5 Articulation joints at changes of wall height
For footings designed by an engineer, the the opening thereby reducing the loads that the
maximum spacing of joints will depend on the lintel must support. If the articulation joint is in
maximum deflection adopted in the design. If the line with the edge of the opening (Figure 8 (b)
joint spacing exceeds four times the average wall and Figure12), lintel sizes selected from
height or 12 m, the walls should be considered standard design tables should be checked for
as non-articulated and the maximum deflection adequacy as masonry can no longer be assumed
for this case should be selected on the basis of to arch over the opening.
non‑articulated masonry construction5. Also, ■ Changes in wall thickness Figure 14. Note that
‘sections of walls without openings may be engaged piers are not considered to be a change
considered as fully articulated if the distance in thickness.
between joints is not more than twice the average ■ Junctions of walls built of different masonry
height, nor 6 m.’ This is in agreement with the materials (clay, concrete, calcium silicate or
maximum 6-m spacing adopted in Table 2. stone) Figure 14;
For Class E (extremely reactive) sites, the ■ Joints between masonry walls and structural
footings should be designed in accordance with reinforced concrete or steel elements;
engineering principles, with the joint spacing ■ Deep chases or rebates for service pipes
depending on the maximum deflection adopted. Figure 15. Note that chases deeper than 25%
Note that deemed-to-comply or standard footing of the leaf thickness should be regarded as a
designs are not provided for Class E sites in AS 2870. change in thickness.
■ At offsets in walls. Note that the internal corner
6 LOCATION OF ARTICULATION JOINTS is an inconspicuous location for a joint Figure 16.
In addition to locations determined by the maximum ■ At changes in plan geometry where differences
spacing, articulation joints should also be located in movement may occur, eg where the family
at positions where concentrations or variations in room shown in Figure 4 is connected to the
the potential development of stress may occur, for remainder (and basic rectangular shape) of the
example: house.
■ Where the height of the wall changes abruptly by
more than 20% of its lesser height eg changes of For other than brick veneer walls (which are
storey height Figure 5. attached to a structural/supporting framework),
■ Control or construction joints in slab-on-ground articulation joints should be located either at or
or strip footings. within 300 mm of wall junctions or engaged piers
■ Window and door openings Figures 6 to 9. For that serve as lateral supports. Note that their
two-storey buildings, positioning openings to positioning should not interfere with the required
allow easier location of articulation joints is lateral support Figure 17.
desirable Figure 8. Note that most lintel design
methods assume arching of the masonry over
Articulated Walling Page 7
Page 28
If > 1800 mm wide,
consider providing
articulation joints
both sides of window
Articulation joint
≤ 4.5 m Articulation joint
from corner Spacing If masonry extends
from Table 2 or over openings, see
(a) to suit footing design Figures 9 or 11 Clad frame
infill panel
Articulation joint
Maximum spacing Spacing, see Section 5
from Table 2
Figure 7 Articulation joints at window openings
with infill panel between
(b)
(c)
Figure 6 Articulation joints at window/door openings
(a) Maximum spacing
(b) Face-finished wall with sealant to match
mortar colour
(c) Face-finished wall with sealant to match
brick colour
Page 8 Articulated Walling
Page 29
If > 1800 mm wide,
consider providing
articulation joints
both sides of window
If > 1800 mm wide,
consider providing
articulation joints
both sides of window
Figure 11 Articulation joint
Joint extends
Figure 10 through window
Alternative sill
Figures 12,13
Figure 10
Articulation joint Alternative
Figures 12,13
Maximum spacing Spacing, see Section 5
from Table 2
(a)
Articulation joint
Spacing, see Section 5 Maximum spacing
(a) from Table 2
If > 1800 mm wide,
consider providing
articulation joints
both sides of window
Articulation joint
(b)
Figure 8 Articulation joint at window openings with Min. 600
masonry between
Spacing, see Section 5 Maximum spacing
(a) Offsetting joint may simplify detail at lintel from Table 2
(b)
(b) Positioning of openings to line up may simplify
location of joints and reduce visual impact Figure 9 Articulation joints at window openings
that are offset
(a) Joint adjacent to lower opening
(b) Joint adjacent to higher opening
Articulated Walling Page 9
Page 30
Compressible material at end of lintel to allow
movement (width to match articulation joint)
Articulation joint
Articulation joint
Slip joint above and below
steel lintel (eg, two layers Steel lintel with
Slip joint below steel lintel of DPC) Provide sealant vertical leg
(eg, two layers of DPC) along front of lintel in cavity
Steel lintel with
vertical leg
in cavity Window/door frame
Window/door frame Articulation joint
Figure 12 Alternative if articulation joint can not be
Articulation joint offset to end of steel lintel
Figure 10 Articulation joint offset to end of
steel (or other) lintel over opening (this detail is
recommended where possible to ensure arching
Expansion material Slip joint (eg, two layers of DPC
of masonry over opening) at end of steel lintel or compressible material used
(width to match in articulation joint)
articulation joint)
Articulation joint
Slip joint (eg, two layers of
DPC or compressible material
used in articulation joint)
Articulation joint
Window frame
Window sill
Slip joint below steel lintel
(eg, two layers of DPC)
Steel lintel with
vertical leg
in cavity
Window/door frame
Articulation joint
Figure 13 Alternative if articulation joint can not
be offset to end of steel lintel (similar detail is
Articulation joint appropriate for prestressed concrete or clay lintels)
Figure 11 Articulation joint offset at window sill
Page 10 Articulated Walling
Page 31
Clay brickwork Concrete or sand/lime brickwork Concrete blockwork
Articulation joint Articulation joint
Figure 14 Articulation joints at changes of wall thickness/material
Elastomeric sealant Render terminated in render 7 DETAILING OF ARTICULATION JOINTS
starter or expansion joint trim 7.1 External Walls
To maintain the bonding pattern at vertical
articulation joints (recommended), half-length
d*
bricks or blocks should be used at joint locations in
masonry walls. The option of toothing masonry at
D Service run in chase
(eg, insulated Compressible filler joints is generally not recommended because of the
hot-water pipe) difficulty of ensuring the required gap is achieved.
Elastomeric sealant (Note that AS 3700 does not allow toothing unless
it is specifically considered in the design). Further,
* If depth of chase > 0.25D
as most sealants perform better in tension and
an articulation joint is Articulation joint
required compression (at the vertical joint) than in shear
(at the horizontal part of a toothed joint), suitable
Figure 15 Articulation joints at deep chases joint details must be specified if toothing is being
considered.
If the walls are rendered or coated, the same
movement capacity available in the articulation joint
should be provided in these finishes. Render can
be stopped either side of the joint by using a starter
trim or possibly an expansion-joint trim. Simply
Articulation joint forming a groove in the render at the joint location
is not recommended Figure 18 (a). Bagged finishes
and other types of thin coatings should also be kept
flush with the edges of the joint. The painting of
these types of finishes (including the sealant) will
make joints less conspicuous Figure 18 (b).
Articulation joints must be free of mortar and
may be packed with a compressible filler such as
polystyrene or a closed-cell polyethylene foam to
ensure a continuous gap and provide a backing for
an elastomeric sealant to be gunned into the joint
Figure 19. Note that semi-rigid foams, bitumen-
impregnated fibre board (eg jointex) or cork are not
suitable as permanent joint fillers because of their
limited compressibility. Alternatively, a temporary
filler may be used to keep the joint clean and true;
when removed, a permanent backer rod is forced
into the joint to provide a backing for the sealant
Figure 20. Note that the joint must be clean and free
of any materials (eg mortar) that would prevent or
Figure 16 Articulation joint at offset in wall restrict closing of the joint.
Articulated Walling Page 11
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Return wall Return wall required 300
required for for lateral restraint max.
lateral restraint
Articulation joint
with sliding ties Articulation joint Articulation joint
INCORRECT 7 CORRECT 3 CORRECT 3
Figure 17 Location of articulation joints to maintain stability
7.1.1 Minimum Width Sealants should be applied towards the end of
The minimum width of articulation joints should the construction after any initial movement has
take into consideration the height of the wall and occurred.
the expected movement, especially if the joint is to For clay bricks which tend to grow, sealants
serve the dual function of articulation and expansion must allow for long-term, permanent compression;
or contraction. Table 2 gives suitable joint spacings for concrete or calcium silicate bricks and blocks
for both 10- and 15-mm-wide joints for walls up to which tend to shrink, the sealants must allow for
8.5 m high. long-term tension.
The joint widths in Table 2 will also The geometry of the sealant is important to
accommodate some expansion or contraction of ensure that the material is able to comply with the
the masonry wall panels. Designers and builders stated performance. If the depth of the sealant is
should, however, consider whether there is potential too great it will act more like a rigid ‘block’ than a
for greater movement than can be accommodated thin elastic member and will not be able to extend/
by a 10- or 15-mm joint width, eg in mine contract properly. Generally, the depth of sealant
subsidence areas. Where the control joint functions should not be more than the joint width for joints up
both as an articulation joint and an expansion to 12 mm in width, and no more than half the joint
joint, either the overall width of the joint should width for wider joints. The joint filler or a backer
be increased to 0.7 times the sum of the required rod, are typically used to provide the correct joint
widths for each separate function, or the joint geometry. The manufacturer’s recommendations
spacing should be reduced for the 10- or 15-mm- should be followed for each specific material.
wide joints. Note that sealants may need to be replaced every
10 to 15 years (depending on type and exposure
7.1.2 Joint Sealants condition) as part of building maintenance.
Sealant materials typically include silicones and Where articulation joints occur at the ends of
polyurethanes. For painted finishes, either a lintels (ie at the sides of window/door openings)
specialist silicone sealant that can be painted, or and movement of the lintel along the bed joint
more commonly, a polyurethane sealant should be is expected, this joint may also be sealed as the
used. Polysulphide materials (able to be painted) movement will typically cause cracking and loss of
are also available but as they are two-component the mortar from the joint Figure 22.
products, they are not commonly used. Sealants If the wall of a Class 1 building (house) is located
should have a minimum extensibility of 50% closer than 900 mm to a property boundary (other
(ie ±25%) and be suitable for the clay or concrete than a boundary adjoining a road or other public
masonry walling material used. Some sealants may space), the BCA requires a fire resistance level
require priming of the joint to promote bonding to (FRL) of not less than 60/60/60. However, the BCA
the substrate. Sealants are gunned into the joint states that small openings in the masonry such
and are available in a variety of colours, either to as sub‑floor vents, weepholes and control joints
match the masonry or mortar colour to assist in (including articulation joints) do not need to be fire
reducing the visual impact of the joint. It is also rated. For fire separating walls of attached Class 1
possible to dust the surface of freshly applied buildings and other building types, the use of a
sealant with crushed mortar, thereby giving it a fire‑rated sealant in articulation joints should be
texture and colour that closely matches the mortar provided. For such buildings, the sealant may also
joints in the surrounding brickwork. Note that need to provide acoustic performance.
sealants and/or filler materials should be recessed
back from the outside face to prevent the sealant
being squeezed out of the joint if the maximum
expected compression of the joint occurs Figure 21.
Page 12 Articulated Walling
Page 33
Elastomeric sealant
Compressible foam or
polystyrene filler built
in by bricklayer
Figure 19 Typical articulation joint detail for
external masonry wall
(a)
Masonry expansion Gap formed by
(sliding/extendable) tie temporary filler
Articulation joint
Backer rod*
Elastomeric sealant
10
* Open-cell polyurethane or
closed-cell polyethylene
10 to ensure proper sealant
minimum dimensions
Figure 20 Alternative articulation joint detail for
external masonry wall
(b)
Figure 18 Joints should be continuous through
applied finishes
(a) Joints should be continuous through applied
finishes such as render, not just scored in the
surface as shown
(b) Joints/sealants may be painted to reduce their
visual impact
Figure 21 Joint filler/sealant squeezed out of joint
as a result of not having been recessed
Articulated Walling Page 13
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7.1.3 Wall Ties
Face of lintel may To provide support for wall panels at articulation
be sealed
joints, the BCA requires wall ties to be provided
on each side of the joint and spaced horizontally
no more than 300 mm from the joint. The vertical
spacing of wall ties at articulation joints must also
be halved, effectively doubling the number of ties
at these locations. In order to suit brick or block
courses, the vertical spacing could vary from 200 to
400 mm but should average the required 300-mm
spacing (ie half of the normal 600-mm vertical
spacing).
For cavity and unreinforced single-leaf masonry
walls, lateral support across the joint (to carry
horizontal loads and to maintain alignment) should
be provided. To achieve this, and also to allow the
joint to open and close, masonry expansion (sliding/
Figure 22 Bed joint along lintel may also require extendable) ties are used Figure 23. The strength,
sealing at articulation joints number and spacing of ties should be sufficient to
transfer the calculated loads across the joint. As a
Articulation joint Articulation joint
Figure 23 Examples of masonry expansion (sliding/extendable) ties
Page 14 Articulated Walling
Page 35
guide, for brick masonry, ties should be provided 7.1.4 Termite Barriers
every fourth course and for block masonry, every Articulation joints do not prevent the installation
second course, ie at 400-mm centres. If a filler strip of effective termite barrier systems within the
is used it should extend around the sliding ties. For masonry wall or cavity since each barrier system
masonry having hollow cores, adequate embedment has specific details for this situation. Note that any
of the ties will generally require the grouting of any termite barriers that cross articulation joints must
cores containing the larger sliding ties. be able to accommodate the expected movement.
For masonry veneer (brick or block) and
reinforced single-leaf (block) masonry walls, sliding 7.2 Windows and External Doors
ties may also be provided, but are generally not In residential buildings articulation joints should be
required as the masonry on either side of the joint is combined with window or external door openings
held in place by either a structural frame (typically wherever possible, as these typically form points
timber) or reinforced and grouted cores which of weakness within the masonry wall, at which
provide the required support to the masonry. the risk of cracking is increased. The continuous
vertical articulation joint, running from footing (or
damp-proof course) to roof, can be provided on the
line of the window or door jamb. These locations
also assist to reduce the visual impact of the joint
as it is possible to conceal much of the joint behind
architraves and cover mouldings, particularly with
full-height windows and doors.
For windows or doors up to 1.8 m wide, and with
the maximum joint spacings from Section 5, an
articulation joint is generally required on only one
side of the window or door. For larger windows and
doors, articulation joints at both sides of the opening
should be considered Figure 24. Note that if one
Articulation side is less than 2 m from a corner, an articulation
≤ 4.5 m joints
joint on the side closest to the corner will be of little
from corner but if
≤ 2.0 m, joint will More benefit Figure 3.
be of little benefit than 1800 It is essential that a gap is left between the
window or door frame and masonry to ensure that
Figure 24 Articulation joints should be considered movement is possible. One method of achieving this
at both sides of wide window/door openings in cavity/solid masonry while still providing secure
fixing of the frame to the walling, is to use column
expansion ties fixed to the widow or door frame
Note:
Various tie types
available Masonry expansion tie Architrave conceals joint on inside
screwed to window frame
Window/door frame
Cover moulding conceals
articulation joint on outside
Gap
Figure 25 Fixing of window/door frames at articulation joints
Articulated Walling Page 15
Page 36
Articulation joint
Increased risk
1200 min. of zig-zag cracking if
recommended width between openings
is less than 1200 mm
(a)
(b)
Figure 26 Articulation joints should be continuous Figure 27 Articulation joint between openings
(a) Joint should be continuous alongside window sill
(b) Joint is continuous alongside window sill but
required gap between masonry and window
frame has not been provided
Page 16 Articulated Walling
Page 37
and built into the masonry wall Figure 25. The
practice of building masonry (including sills) hard
against window or door frames at the location of an
articulation joint is not recommended Figure 26.
Full-height windows, or windows with infill
panels below the sill, eliminate the need to form
an articulation joint in the masonry. Instead the
architrave and external cover strip conceals the
full-height gap of the articulation joint between the
window or door and wall Figure 25.
Masonry is not recommended above window
or door heads when building on reactive soil sites. Eaves lining above external
wall and window/door heads
For this reason the openings shown in Figure 24
and Figure 27 extend to the top wall plate or eaves External masonry wall
lining. If the window or door itself cannot be taken to stops under eaves lining
this height, then an infill panel should be provided.
Beams over windows or doors supporting a top Figure 28 Boxed or (horizontal) soffit-lined eaves
plate and spanning between articulated wall panels
should be free to move on the masonry walls on
both sides. Where masonry can not be avoided
above openings, and for two-storey walls, refer External wall supports roof structure
to Section 6 for joint and lintel details that allow
movement at joint locations. Eaves support framing, fixed to roof
framing and not masonry wall
Articulation joints should not be located in
narrow masonry panels between two window Alternative raked
eaves lining
or door openings as zig-zag cracking at the
sill level may develop. A sufficiently wide
panel of masonry should be provided between
openings to reduce the risk of cracking
Figure 27 (1200 mm minimum is recommended
by the Brick Industry Association, USA8).
7.3 Wall/Eaves Junctions
Horizontal eaves lining
The amount of movement, which must be
accommodated in articulation joints under doming Optional cover moulding fixed
to supporting timber for
action, increases from zero at the bottom of the
horizontal eaves or rafter/
joint to a maximum at the top. It is therefore top plate for raked eaves
advantageous to keep wall heights as low as
possible. For this reason, the use of boxed or Figure 29 Eaves detail – roof supported on external
soffit‑lined eaves is recommended for buildings leaf of masonry wall
having articulation joints. Eaves may be finished
by resting the eaves lining on top of the external
masonry walls. At window and door openings a
simple framing of timbers hung from the roof
structure supports the eaves lining Figure 28.
Where the external leaf of a masonry wall is
used to support the roof structure, or where a
single-leaf masonry wall is used, then raked or
flush eaves provide a good detail for an articulated
building. There are two methods of detailing raked
eaves – with exposed rafters, or by lining under the
rafters. Either way, the cover moulding between
eaves and the wall should be attached to the top
plate or rafters, thereby allowing the masonry
to move independently and articulation joints to
function properly Figure 29.
Articulated Walling Page 17
Page 38
Infill panel
7.4 Gable Ends
Articulation joint located
When gable roofs are used it is recommended that
away from mid-point of the masonry in the gable end wall be terminated
Maximum spacing from Table 2 gable, where maximum just above the eaves height, and framed construction
movement occurs
(a)
used above that level to limit the height of masonry.
If the masonry does extend full height, it is
preferable to avoid locating an articulation joint at
the mid-point where there is maximum joint length
and consequently maximum movement in the joint
at the top. It is always preferable to locate the joint
elsewhere in order to minimise its length Figure 30.
Because of potential differential movement
between the wall panels and the roof structure, the
roof tiles should not be bedded onto the top of the
gable-end wall. When articulated walls are used,
the joint between the roof and walls should also
allow the masonry walls to move independently.
This may be done by finishing a tiled roof-edge with
a timber or metal barge.
7.5 Internal Partition Walls
The majority of foundation movement generally
occurs around the perimeter of a building where
the soil is subject to seasonal moisture variations.
Problems with cracking of brittle internal wall types
(ie masonry walls) therefore typically occur at or
near the junctions with external walls.
With careful planning, internal walls need not
require articulation joints other than at openings
such as doorways or in corners of rooms. Where an
(b)
articulation joint is unavoidable in long, unbroken
runs of wall, it should be the same width and
Figure 30 Articulated masonry gable-end wall formed in the same way as an external-wall joint.
(a) Location of articulation joint Where possible, articulation joints should be located
(b) Use of infill panels above openings in the corners of rooms or at doorways where they
will be less obvious. Note that joints at corners
should be located to maintain stability Figure 17.
Articulation joint Articulation joint Articulation joint The abutting wall panels should be connected
(If arch bar used, see
Infill Figures 10 and 12 across the articulation joint with masonry expansion
panel for details) (sliding/extendable) ties of sufficient strength,
number and spacing to transfer the calculated loads
across the joint. As a guide, a minimum of three
sliding ties should be installed.
When internal masonry walls are to be rendered,
a neat joint should be formed in the render over the
articulation joint. It is advisable to fill this joint with
an elastomeric sealant, which may be coloured or
painted to match the wall finish.
Sealants for internal articulation joints should
be paintable such as polyurethane compounds.
Full-height Standard-height Standard-height They may be applied to masonry, timber, metals
door and door and door and
full-height frame full-height frame standard metal frame or plasterboard. They are available in a range of
colours or may be painted to match surrounding
Figure 31 Options for installing door openings (and colours to reduce the visual impact of the joint.
articulation joints) in internal walls The manufacturer’s recommendations regarding
suitable paints should be followed.
Page 18 Articulated Walling
Page 39
Cornice fixed to roof framing only
Cornice
allowingfixed to roofofframing
movement only
masonry wall
allowing movement of masonry wall
7.6 Internal Doors
It is convenient to make most internal-wall
articulation joints coincide with door openings. An
effective joint can be made by making openings full
height from floor to ceiling. Normally, an articulation
joint will be provided on only one side of a door.
There are three ways of installing a door in a wall
Figure 31:
■ Full-height door and frame with or without a
head
(a) PERIMETER WALL WITH FRAMED OR TRUSSED ROOF ■ Full-height door frame with an infill panel fixed
(a) (Internal
PERIMETERwall WALL WITH roof
with framed FRAMED ORdetail)
similar TRUSSED ROOF
(Internal wall with framed roof similar detail) above a standard-height door
■ A standard-height door with masonry above
separated from adjacent walling by articulation
Bottom chord of roof truss
Bottom chord of roof truss joints either offset (Figure 10), or more
commonly, in line with the jambs (Figure 12).
To accommodate the movement at the
Gap sufficient articulation joint, the architrave on a timber door
Gap
to sufficient
allow for frame should be fixed only to the frame and be large
to allow for
expected movement Cornice fixed to roof
expected movement Cornice
truss onlyfixed to roof
allowing enough to cover the articulation joint. Metal door
truss only allowing
movement of frames should have allowance for a gap where the
movement
masonry wall of
masonry wall
brickwork is built into the edge of the frame. When
internal masonry walls incorporating metal door
frames are to be rendered, a neat joint should be
(b) INTERNAL WALL WITH TRUSSED ROOF formed between the render and metal door frame
(b) INTERNAL WALL WITH TRUSSED ROOF which can be sealed and painted over.
Figure 32 Fixing of cornice at articulated
masonry walls
Keep distance between articulation joints to a minimum (5 m maximum)
Provide bed-joint
Articulation joint reinforcement over arch Articulation joint
Arch depth
(300 mm
minimum)
Arch
Arch rise Potential height
(0.25 x span crack at
minimum) crown of arch
(weakest point)
Spring
line
* Buttress width designed to resist
horizontal force from arch and
overturning Buttress width* Arch span
Figure 33 Detailing of arches (semicircular arch shown)
Articulated Walling Page 19
Page 40
The use of full-height door frames provides an unreinforced masonry arch with the addition
opportunity to run electrical cable for light switches of bed-joint reinforcement intended only to
or power points down from the ceiling between the hold closed any crack(s) that may occur (see
wall and frame by increasing the gap between the Section 9).
two. Note that any services installed in the gap must ■ Locate articulation joints as close as possible
not inhibit closing of the joint. to the arch (ie at the sides of the buttresses)
to limit the differential movement that could
7.7 Wall/Ceiling Junctions occur across the arch. The minimum width of
Masonry interior walls of a building with a framed each buttress should be sufficient to resist the
roof require top plates to support ceiling joists. horizontal force from the arch and overturning.
The ceiling lining is then fixed under the joists and If detailed calculations are not carried out, the
butted to the top plate. The cornice may be timber or width of the buttress should be no less than the
quarter-round plaster and should be fixed through height of the arch.
the ceiling lining to the ceiling joists and/or to the ■ Provide a steel lintel to support the arch. The
top plate, not to the walling. As there may be some lintel can be curved to suit the shape of the
movement between the wall and the ceiling, the arch with flat sections welded to each end for
cornice must be large enough to conceal the top building into the buttresses. In this case the
plate and be free to move independently of the wall lintel will be designed to carry the entire weight
Figure 32. above the arch and articulation joints may be
If a trussed roof is used, there is no need for a located adjacent to the arch in a similar manner
top plate on internal masonry non-load-bearing to other openings. Although not recommended
walls since the ceiling joists (bottom chords of the aesthetically, articulation joints may be located
trusses) should not rest on internal walls. at the arch crown.
A gap of at least 10 mm (AS 16849) should be left ■ Ensure that the footings supporting arches are
between the bottom chord of the trusses (or ceiling continuous so as to avoid having the two sides of
battens when used) and the top of the wall where a the arch supported on separate footings.
trussed roof is used – after the roofing and ceiling ■ Provide a stiffer footing system under masonry
are fixed. This gap, plus an allowance for movement walls containing arches. If the differential
must be covered with a timber or plaster cornice movement of footings due to ground movement
fixed only to the ceiling, allowing the wall/truss to is limited to the point where articulated walling
move up and down and the wall to move in its own is not required, the risk of cracking in arches
plane without causing cracking Figure 32 (b). will be significantly reduced. For slab-on-
ground footings, only those edge/internal beams
8 Masonry Walls with Arches supporting masonry with arches will need to be
Many different types of arches can be built into stiffened.
masonry walls. Unlike other openings in walls, all ■ Maintain the area around footings to ensure
arched openings require a minimum arch depth consistent moisture conditions in the soil
(300 mm) or narrow band of masonry above the and thus reduce the potential for differential
crown. Arches are particularly susceptible to movements (shrinkage and swelling) of reactive
cracking from footing movement. Such cracking soils. For more information refer to Section 2.
occurs because any footing movement will cause
a concentration of stresses at the crown or highest 9 REINFORCED MASONRY
point in the arched section of masonry. Cracking While the use of articulation is normally confined
could be severe enough to destroy the structural to unreinforced cavity and veneer construction, it is
effectiveness of the arch. Unlike normal openings, also relevant for reinforced brick masonry.
articulation joints can not generally be located More-flexible footings may be used where
adjacent to the arched opening because sufficient articulated masonry containing correctly detailed
masonry must be provided at each side of the and positioned reinforcement is used. The footings
opening to support (ie buttress) the arch. For should be designed in accordance with engineering
these reasons arched openings are generally not principles, with the additional crack-control
recommended for buildings on reactive-soil sites. provided by the reinforcement in the wall permitting
If arches are required, some options which may a more generous maximum deflection to be adopted
be considered include: for the footing design Table 3.
■ Reinforce the arch depth (Figure 33) to ensure According to AS 4773 articulation joints are
structural performance in the event of a not required for reinforced masonry designed in
crack. The arch may still be designed as an accordance with Part 1 Section 12. For information
Page 20 Articulated Walling
Page 41
Table 3 Suggested deflection ratios for reinforced masonry
Absolute maximum deflection, ∆
as a function of span, L Absolute maximum deflection, ∆
Wall construction (mm) (mm)
Reinforced masonry veneer L/300 40
Reinforced full masonry
Sheet and/or faced finish L/400 30
Rendered or painted finish L/600 20
on reinforced block walls refer to the Concrete as doors and windows. However, small openings
Masonry Handbook10. for air conditioners, toilet windows and the like are
Reinforced masonry may also include reinforced permissible provided that they do not interfere with
brick masonry containing bed joint reinforcement the courses that contain the reinforcement.
and/or reinforced cavities within the brickwork. Also, if more-flexible footings are used, the
Cavities may either be the cavities between two recommended maximum spacing of articulation
leaves of brickwork or those within brick piers. joints in reinforced brick masonry remains
The standard footing design in AS 2870 for a similar to unreinforced masonry and should not
stiffened slab with deep edge beam is an example exceed the values given in Table 2. The maximum
of reinforced brick masonry where a minimum recommended spacing for expansion joints in
75-mm-wide cavity is reinforced with SL82 mesh straight reinforced brick masonry walls without
or N12 bars at 400-mm centres each way and then openings is 30 m11 , although they may be required
grout or concrete filled. to be as close as 10 m depending on conditions.
Unlike reinforcing bars and meshes used Reinforced brick masonry used for structural
for structural applications, the lighter bed joint applications (similar to unreinforced masonry) is
reinforcement (for brick or block walls) is usually generally designed to span horizontally between
incorporated to assist with crack control in wall vertical or lateral supports such as columns and
panels between articulation joints, and especially cross/return walls. As such, if articulation joints are
around openings and above arches. In high-wind required, they should be located at these points and
areas it may also be used to improve the structural detailed such that loads can be transferred to the
performance of wall panels. supporting elements Figure 17. This does not apply
Bed joint reinforcement typically consists to masonry veneer construction as lateral support
of two 3-mm (minimum) diameter longitudinal is provided by the structural framing to which it is
wires (galvanised or stainless steel depending on attached.
durability requirements) welded into a cage for The vertical spacing of reinforced bed joints
easier installation and more accurate positioning. depends on the design requirements and openings
It typically comes in 3-m lengths and a range of within the wall. If bed joint reinforcement is used for
standard widths to suit various masonry units. The improved crack control between joints (articulation
maximum wire size should not exceed two thirds of or other control joints), an appropriate location may
the design bed joint thickness and at least 15 mm of be in the two courses above and below window/door
cover should be provided between embedded metal openings and in the second or third course from the
wires and any exposed surface of the mortar joint. bottom and top of the wall Figure 34. Where there
Light gauge wire products may also be used but are no openings in the wall panel, reinforcement
will be less effective, may not be appropriate for the would typically be provided at 600-mm centres. An
exposure conditions and as a consequence, result in alternative arrangement in 2.4-m-high masonry
corrosion problems. block walls is to reinforce the top and bottom
Dwellings using bed-joint reinforcement to 3 courses and the middle course of the wall in lieu
reduce footing sizes should be designed such of distributing reinforcement evenly over the height
that openings do not interfere with the reinforced of the wall12. Concentrating the reinforcement
courses. In general, this will mean that most at the extremities of the wall improves the wall’s
sections of reinforced brick masonry (being full- resistance to in‑plane bending from footing
height infill sections) will not contain openings such movements.
Articulated Walling Page 21
Page 42
Articulation joint Articulation joint
The reinforcement should be lapped by a
minimum of 400 mm. One way of achieving this is
to butt the ends of standards lengths together and
provide an 800-mm length of the 3-mm-diameter
wire(s) or other bed joint reinforcement as a lapping
length. Ideally, laps should be staggered such that
they are not in line. If reinforcement is provided
only above and below window/door openings (to
minimise/control cracking at these vulnerable
locations) the reinforcement should extend about Extend
600 mm past the openings. Bed-joint reinforcement 600 mm
reinforcement minimum past openings
The majority of buildings may be designed,
detailed and articulated to minimise the risk of Figure 34 Typical location of bed-joint reinforcement
cracking in the walls. However, some wall panels
containing openings (especially arches) may
benefit from the addition of reinforcement to limit
the number of articulation joints and/or minimise Dowel bars, with cap at one end, threaded through compressible
the risk of cracking at vulnerable points between filler and placed in bond beam at articulation joint.
Bars must be horizontal and parallel
articulation joints.
9.1 Bond Beams Bars in reinforced concrete
In general terms, bond beams refer to the horizontal bond beam stopped
at articulation joint
reinforced and grouted beams that are found in
reinforced masonry block walls. They are formed
by using either special lintel or ‘U’ shaped blocks or
knock-out bond beam blocks and they are typically
used to provide beams along the tops of walls to
distribute wind loads or as lintels over window and
door openings.
Both AS 3700 and AS 4773.2 do not allow control
joints (including articulation joints) to continue
through bond beams which rely on continuity for
their structural performance, ie those described in
the Standards. Whether joints may be continuous
through bond beams will depend on the loads
being carried, the design of the bond beam and
the location and detailing of the joint. Two separate
cases need to be considered, bond beams at the
tops of walls and those forming lintels over window
and door openings.
Articulation joint with
At tops of walls. Bond beams around the tops gunned-in elastomeric
of masonry block walls are required in high-wind sealant
areas, particularly in the north of Australia. They are
provided mainly to distribute wind uplift loads from Figure 35 Articulation joints through masonry block
the roof members to regularly spaced vertically bond beam at top of wall
reinforced cores which resist the uplift forces. For
this reason it is essential that they be continuous
around the perimeter walls of the building. They
may also transfer some horizontal wind loads back
to walls providing lateral support.
An articulation joint through a bond beam is
formed by stopping the reinforcing bars within the
bond beam 50 mm from each side of the joint. The
articulation joint is then bridged with short, plain
round steel bars (dowels), equal in diameter and
number to the reinforcing bars in the bond beam.
Page 22 Articulated Walling
Page 43
Dowel bars are cast into the concrete on one side 10 ARTICULATED WALLING – KEY POINTS
of the joint with the other end allowed to slide/ ■ Reactive soils swell and shrink with moisture
move by wrapping and greasing this half of the variation causing a doming or dishing of footing
bar, coating it with an approved bond-breaking systems and possible distortion of both external
compound or providing an appropriate sleeve within and internal walls of domestic-scale buildings.
which the bar can slide. The sliding ends of dowel ■ Articulation greatly limits cracking or distortion
bars should have purpose-made plastic caps at the of walling and jamming of windows and doors
ends or plugs of polystyrene equal to the joint width caused by foundation movement.
taped at the end to enable the articulation joint to ■ Articulated walling reduces the size and
close. Articulation joints bridged by dowels should cost of footings for buildings on reactive-soil
be finished with a filler strip and sealant where sites. These benefits are most significant for
they are visible Figure 35. Note that the steel bars masonry‑walled buildings.
crossing the joint should be suitably protected from ■ Although articulation is most effective
corrosion. Typically, galvanised bars are used. In for masonry walling, it is also a benefit for
coastal locations the use of stainless steel dowel frameclad-walls.
bars may be required. ■ Articulation increases the allowable deflection
As bond beams will typically have either 12-mm for the footings thus giving the engineer more
or 16-mm-diameter dowel bars (ie bond beams are latitude to design a more economical footing.
typically reinforced with N12 and N16 bars), a length ■ Articulation joints should be positioned and
of 600 mm should be sufficient for dowel bars. detailed with care to allow the building fabric to
Joints in bond beams must be considered in the flex in harmony with the footing movement.
design of the structural system. They should be ■ Wallheight should be minimised in order to
located at returns/intersecting walls such that the limit the extent of movement that must be
joint in the bond beam does not result in instability accommodated in an articulation joint.
of the wall or limit the ability of the bond beam ■ Bond beams should be carefully detailed where
to transfer horizontal loads to lateral supports crossed by articulation joints.
Figure 17. In order to transfer wind uplift loads, a ■ Arches in buildings on reactive-soil sites will
vertically reinforced and grouted core should be require additional precautions as outlined in
provided on both sides of the joint, similar to the Section 8.
requirement for window and door openings. ■ The addition of appropriate bed-joint
Above window and door openings. Bond beams reinforcement may significantly strengthen
above openings act as lintels to support the loads a wall, reduces cracking and permits
above. more‑economical footings to be used.
Joints should be designed, located and detailed
in such a way that the effectiveness of the bond 11 REFERENCES
beam to support loads is not affected. However, 1 AS 2870 Residential slabs and footings –
articulation joints should be moved away from the Construction Standards Australia, 1996.
sides of openings to allow continuity of the bond 2 Building Code of Australia, Volume 2, Housing
beams and comply with AS 3700 requirements. The Provisions Australian Building Codes Board,
reinforced bond beams will mean that there is less 2007.
risk of cracking at openings than would otherwise 3 Foundation Maintenance and Footing
be the case. Performance: A Homeowner’s Guide, CSIRO
Alternatively, if joints away from window and Publishing Building technology File 18, 2003.
door openings are not acceptable, then more rigid Available for purchase at www.publish.csiro.au.
footings should be provided. 4 Government Guide to Standards and Tolerances
Victorian Building Commission, Office of Fair
Trading NSW, Tasmanian Government and ACT,
2007
5 Special Provisions for the Design of Residential
Slabs and Footings for South Australian
Conditions The Footings Group, The Institution of
Engineers Australia, Adelaide, 1 March 1994.
6 AS 4773 Masonry in small buildings, Part 1 –
Design, and Part 2 – Construction, (to be
published).
Articulated Walling Page 23
Page 44
61
aug
2008
7 AS 3700 Masonry structures, Standards CCAA OFFICES
Australia, 2001 SYDNEY OFFICE:
8 Accommodating Expansion of Brickwork, Level 6, 504 Pacific Highway
St Leonards NSW Australia 2065
Technical Note 18A, Brick Industry Association, POSTAL ADDRESS:
Reston, Virginia, USA 2006 (www.gobrick.com). Locked Bag 2010
St Leonards NSW 1590
9 AS 1684, Residential timber-framed
TELEPHONE: (61 2) 9437 9711
construction, Standards Australia, 2006. FACSIMILE: (61 2) 9437 9470
10 Concrete Masonry Walling, Concrete Masonry BRISBANE OFFICE:
Handbook, MA 45 Concrete Masonry Association Level 14, IBM Building
of Australia, April 2007. 348 Edward Street
Brisbane QLD 4000
11 Four Inch Reinforced Brick Masonry (RBM) TELEPHONE: (61 7) 3831 3288
Curtain and Panel Walls, Technical Note 17L, FACSIMILE: (61 7) 3839 6005
Brick Industry Association, Reston, Virginia, USA MELBOURNE OFFICE:
2006 (www.gobrick.com). 2nd Floor, 1 Hobson Street
South Yarra VIC 3141
12 Symons MG, Amey DJ and Johnston RK, TELEPHONE: (61 3) 9825 0200
In‑Plane Bending of Single-Leaf Block Walls, FACSIMILE: (61 3) 9825 0222
Pacific Concrete Conference, New Zealand, PERTH OFFICE:
November 1988. 45 Ventnor Avenue
West Perth WA 6005
TELEPHONE: (61 8) 9389 4452
12 Bibliography FACSIMILE: (61 8) 9389 4451
■ The Full Brick Manual, CBPI Manual 3, Clay ADELAIDE OFFICE:
Brick and Paver Institute (now Think Brick Greenhill Executive Suites
213 Greenhill Road
Australia), September 1996. Eastwood SA 5063
■ Design of Clay Masonry for Serviceability, CBPI POSTAL ADDRESS:
PO Box 229
Manual 7, Clay Brick and Paver Institute (now Fullarton SA 5063
Think Brick Australia), October 2001. TELEPHONE: (61 8) 8274 3758
FACSIMILE: (61 8) 8373 7210
■ Detailing of Clay Masonry Walls, CBPI Manual 9,
EXTRACTIVE INDUSTRIES OFFICE
Clay Brick and Paver Institute (now Think Brick PO Box 243
Australia), May 2000. Henley Beach SA 5022
TELEPHONE: (61 8) 8243 2505
FACSIMILE: (61 8) 8125 5822
TASMANIAN OFFICE:
Acknowledgement
PO Box 246
The contributions of Emeritus Professor Adrian Page Sheffield TAS 7306
and Messrs Leigh Appleyard, Max Granger, TELEPHONE: (61 3) 6491 2529
FACSIMILE: (61 3) 6491 2529
Rod Johnston and Nigel Beal in reviewing this
WEBSITE: www.concrete.net.au
document are gratefully acknowledged.
EMAIL: [email protected]
Layout: Helen Rix Design
Disclaimer: Cement Concrete & Aggregates
Australia is a not for profit organisation sponsored
by the cement, concrete and aggregate industries
in Australia to provide information on the many
uses of cement, concrete and aggregates. This
publication is produced by CCAA for that purpose.
Since the information provided is intended for
general guidance only and in no way replaces the
services of professional consultants on particular
projects, no legal liability can be accepted by CCAA
for its use.
CCAA respects your privacy. Your details have
been collected to provide you with information on
our activities, publications and services. From time
to time your details may be made available to third
party organisations who comply with the Privacy
Act such as affiliated associations, sponsors of
events and other reputable organisations whose
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Privacy Officer, CCAA, Locked Bag 2010,
St Leonards, NSW, 1590
Page 24 Articulated Walling
Page 45
gos annow? San FT GROUND SLOPE GROUND OUTSIDE BUILDING SURFACE TO DRAIN AWAY FROM HOUSE. TYPICALLY: 1 IN 20 TO FIRST METER FROM BUILDING EDGE AND 1 IN 50 THEREAFTER GROUND SLOPE 1000 1 IN 20 1 IN 50 ee oe SPOON DRAIN 1 IN 100 MIN. FALL NOTES: 1. IT IS EXTREMELY IMPORTANT TO MAINTAIN GOOD DRAINAGE THROUGHOUT CONSTRUCTION OF ANY BUILDING. 2. FALL AWAY FROM THE BUILDING SHALL BE 1 IN 20 TO FIRST METER FROM BUILDING EDGE AND 1 IN 50 THEREAFTER, AS SHOWN SO THAT WATER DOES NOT POND AGAINST OR NEAR THE BUILDING. 3. ALL WATER RUN-OFF SHALL BE DIRECTED AWAY FROM THE BUILDING AT ALL TIMES PRE AND POST CONSTRUCTION. 4. FOR FLAT SITES, AN ENGINEER SHOULD BE CONSULTED TO ENSURE THAT THE FINISHED HEIGHT OF THE BUILDING ALLOWS PROPER DRAINAGE AWAY FROM THE BUILDING. 5. DRAINAGE MUST NOT DIRECT WATER TO ADJACENT BLOCKS IN A CONCENTRATED STREAM. Engineering & Building Investigation Services — Unit 2/4 Textile Ave, Warana SITE DRAINAGE DIAGRAMS PO Box 973 Buddina 4575 : Phone 07 54369199 Fax 07 54369198 EBIS Drawing No.: DD1
Page 46
BOREHOLE LOG EXPLANATORY NOTES
INTRODUCTION Boreholes are terminated for two reasons.
EBIS Engineering has provided these notes to aid in
the understanding of this geotechnical report and to 1. UTP – Unable to Penetrate. When there is refusal
define the terms and symbols used in our borehole for the hand auger and it cannot penetrate any
logs. further due to rock, rock fragments, gravel or hard
Some of these notes may not be relevant to all clay.
reports.
2. The soil type is consistent and able to support
SOILS building foundations. Industry standards generally
Soils exhibit a variety of characteristics which can recognise two (2) metres as ‘typical’ depth to
change across a site and alter over time. termination of boreholes without a limiting layer
Geotechnical engineering involves collecting (eg rock) for ‘typical’ dwellings.
constrained facts about these soil characteristics in
order to recognize and predict the behaviour of the FIELD TESTING
soil on a particular site under certain conditions. There are two main tests which we perform on the
site.
Description and classification methods for soils and
rocks used in this report are based on the Australian 1. DCP – Dynamic Cone Penetrometer. A rod is
Standard AS1726-1993 and include properties such driven into the ground using a falling weight
as major soil or rock type, minor soil or rock type, hammer and the number of drops that it takes the
inclusions, colour, structure, strength, density and hammer to drive the rod in 100mm increments into
plasticity. the ground is recorded. Higher numbers indicate
more stable soils.
SAMPLES TAKEN
Two types of samples can be taken. 2. PP – Pocket Penetrometer. This is a hand-held
instrument which is used to measure shear strength
1. D – Disturbed Sample. These samples are taken and indicates unconfined compressive strength. A
during drilling and provide information on grain size, number over 100 is acceptable but higher numbers
plasticity, colour, moisture content, minor indicate more stable soils.
constituents and sometimes strength and structure. CLASSIFICATION
2. U50 – Undisturbed Sample. These samples are Soils are generally divided into two main categories
usually only taken from cohesive soils and are according to their cohesiveness. After cohesiveness,
performed by pressing a tube with a thin wall and they are separated by the dominant size of the
50mm diameter into the soil and pulling it out with a particles in the soil. This is shown on the table on the
section of the soil in a fairly intact state. Strength, following page.
structure, volume change potential and FILL
compressibility are some of the tests which can be Fill relates to any soil or other material which has
performed using this sample. been placed on top of the natural soil. It is sometimes
BOREHOLES recognised by the inclusion of foreign materials, such
There are several methods for digging through the as organic matter, metal or bricks, or through
soil to find the constituents that make up the soil type unusual colour, texture or compaction which varies
in that location. Generally most soil testing by EBIS is considerably from the natural soil profile.
done by hand auger as this process has the least The variation in material type, degree of compaction
impact on the location of the testing. Occasionally and strength of fill materials can differ from the
when necessary, other methods such as drilling with natural soil and, in some instances where it is
a powered auger, truck mounted drill rig or uncontrolled, this leads to a greater possibility of
excavation using a backhoe or excavator may be unfavourable engineering properties and deficiencies
used. in performance and possible complications for
building on the site. The performance of the fill as a
It must be recognised that boreholes represent the foundation material is dependent upon the depth of
soil conditions in a very small sample of the overall the fill and the degree of compaction.
subsurface situation and as such the soil profile may
vary across the site. If the soil conditions do appear Fill can be:
different from those indicated in this report, EBIS UC – Uncompacted
should be contacted to confirm the requirements. VC –Variably Compacted
WC – Well Compacted
Page 47
PLASTICITY
Plasticity is defined by the Liquid Limit of the sample. Code Term Liquid Limit Range (%)
As such, this term relates only to cohesive soils. Liquid CL Low Plasticity <35
Limit (LL) is the water content where a soil changes CI Medium Plasticity ≥35 ≤50
from plastic to liquid in behaviour. CH High Plasticity >50
Liquid Limit is measured as a percentage.
MOISTURE
This refers to the moisture content of the soil at the time of testing.
Code Term Cohesive Soils Non-Cohesive Soils
DR Dry Hard, Powdery, Friable Free-flowing, Very Loose
MO Moist Smooth
DA Damp Can be moulded, Cool, dark, Tends to cohere
VDA Very Damp Sticky
WE Wet Weakened. Free water forms on hands when holding Cool, dark, Tends to cohere
CONSISTENCY / DENSITY
Cohesive soils have consistency.
Non-Cohesive Soils have relative density.
Consistency – Cohesive Soils Density – Non-Cohesive Soils
Code Term Description Code Term Index
H Hard Thumb nail indents with difficulty VD Very Dense >85
VSt Very Stiff Thumb nail can indent D Dense ≥65 ≤85
St Stiff Indented by thumb. Cannot be moulded by hand MD Moderately Dense ≥35 ≤65
F Firm Moulded by strong finger pressure L Loose ≥15 ≤35
S Soft Moulded by light finger pressure LL Very Loose <15
VS Very Soft Easily squeezed, sloppy
ROCK MATERIAL
Rock Material has Strength and can be Weathered.
STRENGTH WEATHERING
Code Term Description Code Term Description
Extremely May break after many blows when Fresh Rock No staining or
EX FR
High hit with pick. Ringing sound. decomposition
Very High Breaks after more than one blow Slightly Weathered Slightly discoloured but
VH when hit with pick. Ringing SW Rock little/no change in strength
sound.
High Breaks after one blow when hit Distinctly Highly discoloured usually
H DW
with pick. Ringing sound. Weathered Rock by iron. Change in strength
Medium Readily scored with a knife. Broken Extremely ‘Soil’ properties ie
M in hand with difficulty. XW Weathered Rock disintegrates or can be
remoulded in water
Low Easily scored with a knife. Residual Soil Soil developed from rock –
L Indentations up to 3mm appear RS structure and substance of
with firm pick blows. Dull sound rock is no longer evident
Very Low Pealed with a knife. Crumbles with
VL firm blows. Broken by finger
pressure.
Extremely Shows soil properties. Easily
EL
Low remoulded by hand