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Standard Specification No. 1 (Earthworks)Logan Planning Scheme QPP version 3.0 October 2013 Pii

10.2 Springs or seeps ........................................................................................................ 12

10.2.1 Benching.................................................................................................. 12

10.3 Construction methods ............................................................................................... 12

10.4 Slope of an embankment .......................................................................................... 14

PART 11 DISTURBED AREAS .................................................................................................. 15

11.1 Reinstatement of dis turbed areas............................................................................ 15

PART 12 SPOIL .......................................................................................................................... 16

12.1 Spoil ............................................................................................................................ 16

PART 13 BACKFILL AGAINST A STRUCTURE AND A CULVERT........................................ 17

13.1 Type of material ......................................................................................................... 17

13.2 Placement of backfill ................................................................................................. 17

13.3 Non-cohesive fill material ......................................................................................... 17

PART 14 STONE PITCHING ...................................................................................................... 18

14.1 Type of material ......................................................................................................... 18

14.2 Abutment, inlet and outlet......................................................................................... 18

14.3 Construction............................................................................................................... 18

14.4 Grouting ...................................................................................................................... 18

PART 15

TABLE DRAIN AND A DIVERSION DRAIN............................................................... 19

15.1 General standards ..................................................................................................... 19

15.2 Diversion drain ........................................................................................................... 19

15.3 Table drain on a steep grade .................................................................................... 19

PART 16 CHANNEL AN INLET, OUTLET AND A FLOODWAY............................................... 20

16.1 Channel to an in let, outlet and a floodway .............................................................. 20

PART 17 CONTRACTUAL PROVISIONS.................................................................................. 21

17.1 Al ignment.................................................................................................................... 21

17.2 Excavation .................................................................................................................. 21

17.3 Spoil ............................................................................................................................ 21

17.4 Services ...................................................................................................................... 21

17.5

Measurement and payment....................................................................................... 21



Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard specification No. 1 (Earthworks) 2014.

1.2 Purpose of the standard specification

(1) This standard specification forms part of planning scheme policy 5—Infrastructure and as suchspecifies assessment provisions in respect of which an application for development approval fordevelopment being work specified in section 1.3 (Application of the standard specification) ofthis standard specification is assessed.

(2) This standard specification may also form part of a contract:

(a) of which the local government is a principal; or

(b) of which the local government is not a principal as a result of a development approvalgranted by the local government.

1.3 Application of the standard specification

(1) This standard specification applies to work being earthworks.

1.4 Interpretation of terms

(1) If this standard specification forms part of a contract, a term used in this standard specificationwhich:

(a) is defined in this standard specification has the meaning given in this standardspecification;

(b) is not defined in this standard specification but is defined in the contract, has the meaninggiven in the contract;

(c) is not defined in this standard specification or the contract, has the meaning given inaccordance with SC1.2 Administrative definitions of Schedule 1 of the planning scheme

(2) If this standard specification is used to assess development, a term used in this standardspecification which:

(a) is defined in this standard specification, is to have the meaning given in this standardspecification;

(b) is not defined in this standard specification, is to have the meaning given in accordancewith SC1.2 Administrative definitions of Schedule 1 of the planning scheme.

(3) If this standard specification forms part of a contract in which the local government is a principal

then, for the purpose of that contract, all references to “local government” will be read as“Principal”.

Standard Specification No. 1 (Earthworks) Part 1 Introduction—1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss1-1



Part 2 Clearing

2.1 Requirement to clear premises

(1) Where an area of the premises are required to be cleared, the clearing includes the removal of:(a) all artificial obstructions including fences, unnecessary structures, building foundations,

obsolete pipelines and the like;

(b) plants (including stumps and boulders) other than the plants required to be retained asshown on the approved drawings;

(c) rubbish.

2.2 Extent of clearing

(1) The extent of the cleared area is limited to:

(a) the minimum area of the premises to be occupied by the completed earthworks;

(b) 1 metre on each side of the completed earthworks;

(c) the minimum area of the premises required to safely install a service.

(2) Clearing does not take place on land outside the premises without the written consent of theowner of the land.

(3) Any area which is identified as an area not to be disturbed, is to be fenced off.

2.3 Removal of trees

(1) A tree is cut down progressively from the top where necessary to avoid a risk to public healthand safety and the property of the community.

(2) A tree and a bough is cut down and removed in such a manner so as to avoid damage to

another plant if it is:

(a) overhanging the formation;

(b) hung up as a result of clearing;

(c) dead, dying or otherwise dangerous.

2.4 Removal of material from the premises

(1) Cleared plants are disposed of by mulching and reusing the mulch on the premises as far aspossible.

(2) All material, other than plant material that is mulched and reused on the premises, is removedfrom the premises to a place approved by the local government.

(3) Cleared material is not be incinerated.

(4) Inflammable material is not to be permitted to accumulate on the premises.

Standard Specification No. 1 (Earthworks) Part 2 Clearing—2.1 Requirement to clear premisesLogan Planning Scheme QPP version 3.0 October 2013 Ss1-2





Part 4 Damage

4.1 Damage to property

(1) Any material which falls on property outside of the premises is removed immediately, unless theowner of the property gives a written consent for the material to remain on the property.

4.2 Damage to a service

(1) A utilities infrastructure is protected from damage by a falling tree and other causes arising fromthe work.

4.3 Damage to plants

(1) Damage to plants is treated in accordance with Standard Specification No. 2 (Landscaping)2014.

4.4 Dial before you dig

(1) Before the commencement of any earthworks, current information on the location ofunderground services is obtained from the “Dial before you dig” service and the relevant serviceauthorities.

(2) The location of all underground services contained within the premises identified pursuant tosubsection (1) are clearly marked on the ground.

(3) The exact location and level of all services that may conflict with the work is determined by potholing.

Standard Specification No. 1 (Earthworks) Part 4 Damage—4.1 Damage to propertyLogan Planning Scheme QPP version 3.0 October 2013 Ss1-4



Part 5 Tolerances

5.1 Horizontal alignment

(1) The area of the finished earthworks is such that the top of an embankment batter and the toe ofthe batter in a cutting, does not vary from its true horizontal location by:

(a) 50mm; or

(b) +300mm, where +300mm would increase the width of the earthworks.

5.2 Pavement width

(1) The location of an excavation for a pavement does not vary from the location shown in theapproved drawings such that the overall width of the pavement is reduced below the widthshown in the approved drawings, at either:

(a) the level of the sub-grade; or

(b) the finished level; or(c) the level of the finished pavement.

5.3 Batter slope

(1) The slope of a batter does not vary from the slope in the approved drawings.

5.4 Grade

(1) The surface at the finished sub-grade is graded to within the tolerances of +0mm to -50mm onthe finished level less the pavement thickness in accordance with:

(a) the level shown in the approved drawings; or

(b) calculated from data given in the approved drawings, with due allowance being made forthe thickness of any pavement required, provided that:

(i) the difference between the deviation from the correct levels at any two points 15metres apart does not exceed 30mm;

(ii) the deviation from a straight edge laid parallel to the centre line does not exceed15mm in 3 metres.

(2) Where the finished surface level is not shown in the approved drawings, the surface of thefinished sub-grade does not deviate from a straight edge laid parallel to the centre of the roadby more than 15mm in 3 metres.

5.5 Crossfall

(1) The crossfall of the surface of the finished sub-grade does not deviate from that shown in theapproved drawings by more than 0.5 percent.

(2) A template and spirit level used for checking the cross profile is kept on each section of thework.

5.6 Existing work

(1) When the section of the road to be constructed adjoins a section which has been constructed,the grade level at the end of the new work conforms to that of the existing work.

(2) If the section of the road under construction does not adjoin a previously constructed section,the ends of the new formation are joined to the existing surface level by means of a ramp at agrade which does not vary from the plan gradient by more than 1 in 20.

Standard Specification No. 1 (Earthworks) Part 5 Tolerances—5.1 Horizontal alignmentLogan Planning Scheme QPP version 3.0 October 2013 Ss1-5



Part 6 Carrying out earthworks

6.1 Carrying out earthworks

(1) Earthworks are carried out in accordance with AS 3798-2007 and Amendment 1-2008,Guidelines on earthworks for commercial and residential developments, unless otherwisespecified.

6.2 Test methods

(1) The testing of work associated with the earthworks is carried out in accordance with AS 1289.0-2000, Method of testing soils for engineering purposes, Part 0: General requirements and list ofmethods.

(2) Testing carried out in accordance with AS 1289.0-2000, Method of testing soils for engineeringpurposes, Part 0: General requirements and list of methods, is carried out at either level 1 orlevel 2 in accordance with AS 3798-1996, Guidelines on earthworks for commercial andresidential developments.

6.3 Testing frequency

(1) Compaction testing for density testing is carried out at the frequency specified in accordancewith an approved inspection and testing plan.

(2) Compaction testing frequencies not specified in Table 1.5.3 of AS 3798-2007 and Amendment1-2008, Guidelines on earthworks for commercial and residential developments, are carried outin accordance with Table 8.1 of AS 3798-2007 and Amendment 1-2008, Guidelines onearthworks for commercial and residential developments.

(3) If a compaction test referred to in subsection (2) fails, retesting is to occur.

(4) Where a compaction test or a group of tests is carried out on part of an area which has been

subjected to the same preparation and compaction procedures as the rest of the area, thewhole of the area is deemed to be represented by the testing.

(5) If the testing indicates that compliance with the standard specification has not been achieved,the whole of the area is deemed not to comply with the standard specification, unless it can bedemonstrated that the area in which the non-complying test result was taken can reasonably beseparated from the whole.

6.4 Stripping and stockpiling of topsoil

(1) An area is stripped clear of all grass, root growth, wet or spongy natural soil, vegetable matter,and topsoil such that a natural solid undisturbed surface is exposed to provide a solid basebefore the commencement of earthworks if the area is:

(a) to be covered by fill; or

(b) to have fill temporarily stored on it ; or

(c) to be covered by pavement; or

(d) to be excavated.

(2) Stripped topsoil is stockpiled in an area approved by the local government in readiness forrespreading on footpaths and batters after the completion of the earthworks.

6.5 Rock and non-rippable material

(1) For the purposes of this standard specification, rock is material that cannot be ripped.

(2) Non-rippable material is material which cannot be ripped at a production rate exceeding the ratespecified in column 2 of Table 6.5.1—Production rates for rippable material of this standard

Standard Specification No. 1 (Earthworks) Part 6 Carrying out earthworks—6.1 Carrying out earthworksLogan Planning Scheme QPP version 3.0 October 2013 Ss1-6



specification in respect of the particular class of crawler tractor specified in column 1 equippedwith a heavy duty single tyne matching ripper.

(3) All material other than non-rippable material is classified as normal excavation.

Table 6.5.1—Production rates for rippable material

Column 1

Class of tractor (as specified in AS2868

Column 2

M3 per hour

150 C 50

200 C 75

300 C 90

Standard Specification No. 1 (Earthworks) Part 6 Carrying out earthworks—6.5 Rock and non-rippable materialLogan Planning Scheme QPP version 3.0 October 2013 Ss1-7



Part 7 Sub-grade above the existing surface

7.1 Construct ion of sub-grade

(1) Construction of sub-grade is to occur in accordance with the compacted layer method or themechanical interlock method so as to achieve the specifications referred to in this Part 7 (Sub-grade above the existing surface).

7.2 Sub-grade up to 150mm above the existing surface

(1) Where the level of the sub-grade is 150mm or less above the existing surface, the existing soilis scarified to a depth of 150mm and compacted to 95 percent relative dry density standardcompaction.

(2) Earthworks placed between the existing soil and the sub-grade are also compacted to 95percent relative dry density standard compaction.

7.3 Sub-grade to 150mm to 300mm above the existing surface

(1) Where the level of the sub-grade is between 150mm to 300mm above the existing surface, thewhole of the earthworks placed, plus the existing soil directly under the earthworks, iscompacted to ensure that a minimum thickness of 300mm immediately below the sub-gradelevel is compacted to 100 percent relative dry density standard compaction.

7.4 Sub-grade more than 300mm above existing the surface

(1) Where the level of the sub-grade is more than 300mm above the existing surface:

(a) the top 300mm of formation is compacted to 95 percent relative dry density standardcompaction;

(b) the remainder down to the level of the existing soil is compacted to 95 percent relative drydensity standard compaction.

7.5 Shoulder

(1) Where a shoulder is required on new work or on sections of existing work that is to bereconstructed, the whole of any additional shoulder material above the sub-grade level iscompacted to 100 percent relative dry density standard compaction.

Standard Specification No. 1 (Earthworks) Part 7 Sub-grade above the existing surface—7.1 Construction of sub-gradeLogan Planning Scheme QPP version 3.0 October 2013 Ss1-8



Part 8 Filling

8.1 Extension of excavation to win material

(1) If the excavated material is insufficient to complete the earthworks, additional filling may beobtained by uniformly increasing the width of the excavations if approved by the localgovernment.

8.2 Imported fill

(1) Where it is necessary to import fill material, the material used for such imported fill has aminimum four day soaked California bearing ratio value of 10 percent in accordance with AS1289.0-2000, Method of testing soils for engineering purposes, Part 10: General requirementsand list of methods.

(2) Before any fill is imported and placed in the work, a certificate from an approved National Association of Testing Authorities (NATA) Testing Laboratory is provided to the localgovernment which certifies that the material meets the requirements of subsection (1).

(3) The imported fill is placed in embankments so that the better quality material of the onsitematerial or the imported fill is placed in the embankment to form the upper portion of theembankment directly below the sub-grade level.

8.3 Selected gravel fil l or selected backfi ll

(1) Selected gravel fill or selected backfill, being a gravel or decomposed or broken rock which isfree from vegetative matter and lumps of clay, is:

(a) tested in accordance with AS 1289.0-2000, Method of testing soils for engineeringpurposes, Part 10: General requirements and list of methods;

(b) has a soaked California bearing ratio of 10;

(c) material properties and comply with section 14 Embankments of Department of Transportand Main Roads General Earthworks Technical Standard MRTS04.

(2) Before any selected fill or gravel fill is placed in the work, a certificate from an approved NATATesting Laboratory is provided to the local government which certifies that the material meetsthe requirements of subsection (1).

Standard Specification No. 1 (Earthworks) Part 8 Filling—8.1 Extension of excavation to win materialLogan Planning Scheme QPP version 3.0 October 2013 Ss1-9



Part 9 Excavation cutt ings

9.1 General requirements

(1) Where the bottom of an excavation is free of rock or a rock bar:(a) the existing soil is compacted to 95 percent relative dry density standard compaction, for

a depth of 300mm below the sub-grade;

(b) care is taken to ensure that the topsoil and organic material is removed and replaced withapproved selected material for a depth of 500mm and compacted to 95 percent relativedry density standard compaction where the sub-grade passes through the natural surfaceat the ends of the excavation or anywhere in cross-section.

9.2 Excess material

(1) If the material excavated from an excavation is in excess of that required to complete theembankments the surplus material is:

(a) run to spoil in accordance with section 12.1 (Spoil) of this standard specification; or

(b) used to flatten the slope of an embankment if approved by the local government.

9.3 Unsui table material

(1) Unsuitable material for an embankment, is to be removed and run to spoil in accordance withsection 12.1 (Spoil) of this standard specification.

(2) Unsuitable material below the level of the sub-grade in an excavation is:

(a) removed and run to spoil in accordance with section 12.1 (Spoil) of this standardspecification;

(b) replaced with select backfill in accordance with section 8.3 (Selected gravel fill or

selected backfill) of this standard specification;

(c) compacted to 95 percent relative dry density standard compaction.

(3) In this section “unsuitable material” means material which contains vegetative matter, a foreignbody or any other deleterious matter such that it is not able to adequately support withoutexcessive settlement:

(a) a road pavement; or

(b) in the case of general fill, the load of the fill or a structure.

9.4 Batter

(1) The batter of an excavation is:

(a) neatly cut to the slope shown in the approved drawings;

(b) carried regularly around the curves;

(c) flattened to blend into the natural contour at the ends of the excavation.

(2) In a rock excavation, the batter shown in the approved drawings applies to the average rate ofbatter of the face of the excavation, which need not be accurately trimmed provided that:

(a) no rock projects beyond the lesser of:

(i) the designated batter by more than 300mm; or

(ii) one third of the vertical height of the batter;

(b) where the approved drawings indicate a vertical batter, no rock is permitted to projectbeyond the vertical batter.

Standard Specification No. 1 (Earthworks) Part 9 Excavation cuttings—9.1 General requirementsLogan Planning Scheme QPP version 3.0 October 2013 Ss1-10



9.5 Sub-grade in rock

(1) Where rock or a rock bar is encountered at the level of the sub-grade:

(a) the rock or the rock bar is shattered or ripped to a depth of 150mm below the sub-gradeto the full extent of the excavation;

(b) the shattered or ripped material is:

(i) removed from the excavation;

(ii) used as fill or run to spoil.

(2) Excavation is carried out in a manner to avoid the formation of a pocket of shattered or rippedmaterial below the level of excavation.

(3) Loose material is removed from the excavation and the excavation is trimmed so that it will shedwater.

(4) The allowable tolerance for an excavation is:

(a) plus 80mm where plus 80mm increases the depth of excavation; or

(b) minus 10mm on the sub-grade level less the pavement thickness and less the 150mm of

required excavation below the sub-grade.(5) A trench which is 200mm wide and 150mm deep is formed below the revealed rock surface on

both sides of the excavation for the purpose of accommodating sub-soil drainage, including theplacing of filter material to the full 150mm depth, which is installed in accordance with StandardSpecification No. 12 (Sub-soil drainage) 2014.

(6) An over break resulting in a depression in the surface of the excavation outside the tolerancespecified in subsection (4) is backfilled with 20Mpa concrete.

(7) After the completion of the sub-soil drainage, the excavation is:

(a) filled back to the sub-grade with selected backfill as specified in section 8.3 (Selectedgravel fill or selected backfill) of this standard specification;

(b) compacted to 95 percent relative dry density standard compaction.

Standard Specification No. 1 (Earthworks) Part 9 Excavation cuttings—9.5 Sub-grade in rockLogan Planning Scheme QPP version 3.0 October 2013 Ss1-11



Part 10 Embankment construction and lot filling

10.1 General standards

(1) Embankment construction and lot filling only occurs on an area which has first been stripped inaccordance with section 6.4 (Stripping and stockpiling of topsoil) of this standard specification.

(2) Embankment construction and lot filling:

(a) occurs in the construction of a road and other embankments, and the general filling of alot;

(b) includes:

(i) the preparation of an area upon which an embankment is to be placed;

(ii) the placing and compacting of approved material where unsuitable material hasbeen removed;

(iii) the placing and compacting of approved material in a hole, pit or other depressionin the road or the lot.

(3) In addition to the clearing, grubbing, backfilling and compacting of a stump hole:

(a) the whole of the surface upon which an embankment is to be constructed is stripped of allgrass and other vegetative matter;

(b) any loose, soft or saturated area is excavated, surface drained where necessary andbackfilled with compacted approved material.

10.2 Springs or seeps

(1) The local government is informed immediately if any spring or seep is found duringembankment construction or lot filling.

10.2.1 Benching

(1) When an embankment is constructed on a natural surface with a side slope exceeding 8 in 1, abench of adequate width is cut at the toe of the embankment to permit the initial embankmentconstruction to commence with horizontal layers of uniform cross-sectional depth.

(2) Where the side slope of the natural surface is 3 in 1 or steeper, the natural surface is ploughedor cut into at least 300mm to provide a key for the embankment.

10.3 Construction methods

(1) The compacted layer is carried out such that:

(a) each layer of material is placed with controlled moisture content and compacted to aspecified density;

(b) fill material is deposited and spread in uniform layers to a depth of not more than 250mmloose measurement, to the full extent of the embankment so that a stone with a minimumdimension of 150mm is not included above a plane 150mm below the sub-grade;

(c) an individual rock and boulder with a minimum dimension of 150mm may be used belowa plane 150mm below the sub-grade provided that:

(i) the dimension of the rock and the boulder does not exceed:

(A) one third of the height of the embankment; or

(B) a maximum dimension of 600mm;

(ii) the rock and the boulder is spaced to allow compacting equipment to compact thearea between the layers to a thickness not exceeding 250mm loose measurement;

(d) all fill material is compacted at the optimum moisture content or within a range ofmoisture contents to give the specified dry density;

Standard Specification No. 1 (Earthworks) Part 10 Embankment construction and lot filling—10.1 GeneralstandardsLogan Planning Scheme QPP version 3.0 October 2013 Ss1-12



(e) after the material has been uniformly spread, each layer is uniformly compacted to therequired relative dry density, as follows:

(i) for all material between the sub-grade level and a plane 300mm below the sub-grade level, 95 percent relative dry density standard compaction as measured by AS 1289.0-2000, Method of testing soils for engineering purposes, Part 0: Generalrequirements and list of methods; or

(ii) for all material below a plane 300mm below the sub-grade level and to the top300mm of material surfaces upon which embankment construction and lot filling isto occur, 95 percent relative dry density standard compaction as measured by AS1289.0-2000, Method of testing soils for engineering purposes, Part 0: Generalrequirements and list of methods.

(2) Construction involving rocky material, being material in which rocks of a dimension in excess of150mm but not exceeding 600mm maximum dimension predominate, and the percentage offine material is such as to prevent surface contact or mechanical interlock of adjacent rocks, iscarried out such that:

(a) the embankment below a plane 300mm below the sub-grade is constructed by:

(i) bringing moisture content to the optimum moisture content;

(ii) spreading the material in layers of loose thickness, which does not exceed themaximum size of the rock in the material;

(iii) compacting as to produce 95 percent relative dry density standard compaction, inthe fine material;

(b) where the nature of the material precludes the testing of the fine material for relative drydensity, the layers are compacted by equipment approved by the local government assuitable for the particular material until either:

(i) there is no visible movement; or

(ii) a minimum number, sequence and pattern of passes have been made by thecompacting equipment;

(c) rocks which may have a tendency to bridge between adjacent material are broken up bycompacting or other equipment even if the maximum dimension of such rocks does not

exceed 600mm;(d) the maximum vertical dimension of any rock does not exceed one third of the height of

the embankment at the section where the rock is placed;

(e) the maximum horizontal dimension of any rock does not exceed one half of the height ofthe embankment at the section where the rock is placed;

(f) the embankment is constructed above a plane 300mm below the sub-grade withapproved material compacted in accordance with the compacted layer method outlined insection (1).

(3) Construction involving material which is predominantly coarse material with insufficient fines tofill the voids so that mechanical interlock is relied upon for stability, is carried out such that:

(a) the material is placed, dozed, ripped and worked until stable interlock is achieved where

side dumping is not allowed and the fill is to be advanced by full width construction;

(b) the advancing ends are concave with the shoulder face well in advance of the centre andthe top 600mm below the sub-grade level is closed, locked and filled to provide a solidsurface to carry the pavement and shoulders without loss of stability or fretting of thepavement and shoulder materials;

(c) no rock which is placed in a fill is:

(i) greater in vertical dimension than one third of the depth of the section of theembankment where the material is placed; or

(ii) greater in horizontal dimension than one half the depth of the section of theembankment where the material is placed.

Standard Specification No. 1 (Earthworks) Part 10 Embankment construction and lot filling—10.3 ConstructionmethodsLogan Planning Scheme QPP version 3.0 October 2013 Ss1-13



10.4 Slope of an embankment

(1) The slope of an embankment is neatly finished to the slope indicated in the approved drawings.

(2) A slope is stabilised with a suitable landscaping treatment.

(3) Where a batter slope on an embankment is not specified it is comprised of the materialindicated for the slope in Table 10.4.1—Table embankment slopes of this standardspecification:

Table 10.4.1—Table embankment slopes

Column 1

Material

Column 2

Slope

Loose sand and soft clay 1 in 3 to 1 in 5

Ordinary earth 1 in 1 to 1 in 2

Rock 1 in 1 to1 in 1.25Hand packing 1 in 1

Standard Specification No. 1 (Earthworks) Part 10 Embankment construction and lot filling—10.4 Slope of anembankmentLogan Planning Scheme QPP version 3.0 October 2013 Ss1-14



Part 11 Disturbed areas

11.1 Reinstatement of disturbed areas

(1) An area which is disturbed during clearing and grubbing is reinstated in accordance with theapproved drawings and Standard Specification No. 2 (Landscaping) 2014.

Standard Specification No. 1 (Earthworks) Part 11 Disturbed areas—11.1 Reinstatement of disturbed areasLogan Planning Scheme QPP version 3.0 October 2013 Ss1-15



Part 12 Spoil

12.1 Spoil

(1) Surplus material which is run to spoil is:(a) not loosely tipped over the side of an embankment;

(b) neatly spread adjacent to the work; or

(c) used to uniformly flatten the slope of an embankment.

(2) Spoil which is spread on the site is:

(a) compacted as specified in this standard specification;

(b) left in a neat, tidy and self draining condition with a slope of not flatter than 1 in 100unless otherwise shown in the approved drawings.

(3) Rock and other material is removed from the site which is:

(a) surplus to the requirements of the job;

(b) unsuitable for disposal on the site.

Standard Specification No. 1 (Earthworks) Part 12 Spoil—12.1 SpoilLogan Planning Scheme QPP version 3.0 October 2013 Ss1-16



Part 13 Backfill against a structure and a culvert

13.1 Type of material

(1) Backfill comprises gravel, sandy loam, sand or river gravel which allows the production of acompacted mass free of voids.

13.2 Placement of backfi ll

(1) Backfill is not placed until:

(a) the structure or the culvert has been completed, inspected and approved;

(b) any specified curing period for a material in the structure or the culvert has elapsed.

(2) Backfill against an in-place structure is constructed to the shape and other requirementsspecified in the approved drawings.

(3) Placing and compacting operations do not damage an in-place structure.

(4) Where the backfill material is placed against a precast or preformed structures, the operation iscarried out in accordance with the culvert component manufacturer’s recommendations unlessotherwise specified in this standard specification.

(5) Material is placed and compacted uniformly in layers which do not exceed 250mm in thickness.

(6) Where the material is placed on the opposite sides of a structure, the difference in level ofcompacted material on the opposing sides does not exceed 150mm.

(7) Construction operations which involve the puddling or jetting of material are not used.

13.3 Non-cohesive fill material

(1) If a non-cohesive material is used for the backfill material with the approval of the local

government, the non-cohesive material is:(a) not used within 300mm of the sub-grade surface;

(b) compacted to a density index of not less than 70 in accordance with Table 5.1 of AS3798-2007, Guidelines on earthworks for commercial and residential developments;

(c) compacted by flooding and the use of immersion vibrators or by such other means as willachieve the specified compaction standard.

Standard Specification No. 1 (Earthworks) Part 13 Backfill against a structure and a culvert—13.1 Type ofmaterialLogan Planning Scheme QPP version 3.0 October 2013 Ss1-17



Part 14 Stone pitching

14.1 Type of material

(1) Stone pitching is composed of sound igneous, metamorphic, or approved sedimentary rockwhich does not disintegrate in water.

(2) A stone used is not less than:

(a) 0.01m3;

(b) 200mm in dimension except where the superficial area of the stone is 0.1m2 or greater in

which case the dimension of the stone may be reduced to 150mm.

(3) The stones are bedded to even planes on approved loam or sand.

14.2 Abutment, inlet and out let

(1) Where stone pitching is provided at a bridge or a culvert abutment, invert, or inlet and an outlet

to a culvert, such pitching is grouted with cement mortar.(2) The depth of the grout is equal to the depth of the stone pitching.

14.3 Construction

(1) After trimming of the embankment is complete and the bedding material compacted, selectedrock is placed:

(a) with the face of the greatest area against the bedding and the longest side of the rockshorizontal;

(b) so that joints are staggered as much as possible.

(2) All rocks are firmly wedged with stone chips driven into the joint so that the finished surface

presents an even face with joints of a nominal width of 25mm.

14.4 Grouting

(1) After the placing and finishing of the rocks, a mortar consisting of one part of Portland cement tothree parts of approved sand, by volume, is applied as far down as practicable, but to a depth ofat least 150mm.

(2) The grouted stone is shaded and kept damp for at least 48 hours.

(3) If any stones are not firmly held in position after the mortar has set, the mortar is removedaround such loose stones and the area re-grouted.

(4) Weep holes are left in the grout at 2 metre intervals, both horizontal and vertical.

Standard Specification No. 1 (Earthworks) Part 14 Stone pitching—14.1 Type of materialLogan Planning Scheme QPP version 3.0 October 2013 Ss1-18



Part 15 Table drain and a diversion drain


(1) A table drain is:(a) constructed parallel to the centre line of the road except where curve widening is

designated;

(b) evenly graded so as to prevent obstruction to the flow of water.

(2) A table drain is dished opposite the entrance to premises, at a cross road or wherever access toa road is necessary.

15.2 Diversion drain

(1) A diversion drain:

(a) is uniformly graded;

(b) has an excavated cross sectional area at least equal to the cross sectional area of thetable drain carrying water to the diversion drain;

(c) is cut to a profile which allows maintenance by a motor grader.

(2) Material excavated from the diversion drain may be used in the formation or banked on the lowside of the drain at least 0.3 metres from the edge of the drain.

15.3 Table drain on a steep grade

(1) A paved table drain and shoulder or a scour check in a table drain is constructed where:

(a) the grade of the table drain is steeper than 5 percent;

(b) the soil is likely to scour;

(c) it is not possible to turn water out at sufficiently frequent intervals.

Standard Specification No. 1 (Earthworks) Part 15 Table drain and a diversion drain—15.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss1-19



Part 16 Channel an inlet, outlet and a floodway

16.1 Channel to an inlet, outlet and a floodway

(1) A channel to an inlet and outlet of a culvert and a floodway is formed as detailed in theapproved drawings.

(2) The excavated material may be either:

(a) used in making the embankment to the channel; or

(b) deposited in a neatly trimmed and uniform bank on the lower side of the drain with the toeof the bank being at least 0.3 metres from the edge of the drain.

Standard Specification No. 1 (Earthworks) Part 16 Channel an inlet, outlet and a floodway—16.1 Channel to aninlet, outlet and a floodwayLogan Planning Scheme QPP version 3.0 October 2013 Ss1-20



Standard Specification No. 1 (Earthworks) Part 17 Contractual provisions—17.1 AlignmentLogan Planning Scheme QPP version 3.0 October 2013 Ss1-21

Part 17 Contractual provisions

17.1 Alignment

(1) If the finished alignment is approved by the Superintendent as a different alignment from thatshown in the approved drawings and in the absence of other requirements for as constructeddrawings, the Contractor must provide detailed as constructed drawings of the altered alignmentto the satisfaction of the Superintendent.

17.2 Excavation

(1) The Superintendent retains the right to utilise the Principal’s tractor and tr actor operator toassess whether or not material is rippable in accordance with section 6.5(3) (Rock and non-rippable material) of this standard specification.

17.3 Spoil

(1) Surplus material from the earthworks remain the property of the Principal unless theSuperintendent directs otherwise.

(2) For spoil sites, the Contractor must provide to the Superintendent a spoil dumping indemnityidentifying the property upon which the fill material is to be placed, signed and dated by theproperty owner and including the following minimum provisions:

(a) that the property owner agrees to indemnify the Principal (including its employees andagents) against any claim, action, liability, loss or damage which may arise in connectionwith the Principal entering upon the property owner’s property for the purpose ofplacement of fill material;

(b) that the property owner agrees and acknowledges that the Principal bears noresponsibility for, nor does it guarantee, the quality of the fill material and any

compaction, levelling or trimming of the fill material;(c) that the property owner agrees and acknowledges that the Principal bears no

responsibility for:

(i) the placement of fill material on the property owner’s property by other persons orauthorities;

(ii) any contamination arising out of or in connection with the fill material.

(3) If a direction is given by the Superintendent pursuant to section 17.3(1) (Spoil) of this standardspecification, the cost of such work is deemed to be included in the Contract Sum.

17.4 Services

(1) If any damage occurs to existing services, the Contractor must immediately notify the relevant

service authority and the Principal.

17.5 Measurement and payment

(1) All quantities in respect of excavation materials shown in cubic metres in the Contract are solidvolumes of excavation as compacted in accordance with this standard specification.



Standard specification No. 2 (Landscaping) 2014

Table of contents

PART 1

INTRODUCTION............................................................................................................ 1

1.1 Tit le ................................................................................................................................ 1

1.2 Purpose of the standard specif icat ion ...................................................................... 1

1.3 Appl ication of the standard specifi cation ................................................................. 1

1.4 Interpretation of standard specif ication .................................................................... 1

PART 2 MATERIALS .................................................................................................................. 2

2.1 Landscaping materials ................................................................................................ 2

2.2 Removal of material from the premises .................................................................... 2

PART 3 PLANT MANAGEMENT................................................................................................ 3

3.1 Protection of a plant to be retained ........................................................................... 3

3.2 Work near a tree........................................................................................................... 3

3.3

Damage to a plant to be retained ............................................................................... 3

3.4

Maintenance of a plant to be retained ....................................................................... 3

3.5 Removal of a plant ....................................................................................................... 3

3.6 Weed eradication ......................................................................................................... 4

3.7 Methods for removal of plants.................................................................................... 4

PART 4 EARTHWORKS ............................................................................................................. 5

4.1 Erosion and sediment control .................................................................................... 5

4.2 Clearing and grubbing................................................................................................. 5

4.3 Stockpi les ..................................................................................................................... 5

4.4 Softworks grades ......................................................................................................... 5

4.5 Earth mounds ............................................................................................................... 5

PART 5 HARDWORKS ............................................................................................................... 6

5.1

Edges to a garden area ............................................................................................... 6 5.1.1 General requirements for edges to a garden area.................................... 6

5.1.2 Flush concrete edging ............................................................................... 6

5.1.3 Timber edging............................................................................................ 6

5.1.4 Spade edging ............................................................................................ 6

5.2 Paths ............................................................................................................................. 6

5.2.1 General requirements for paths................................................................. 6

5.2.2 Concrete path............................................................................................ 6

5.2.3 Unit paving path......................................................................................... 6

5.3 Outdoor furni ture ......................................................................................................... 7

5.3.1 General requirements for outdoor furniture............................................... 7

5.3.2 Footings to outdoor furniture ..................................................................... 7

5.3.3 Water connection and drainage to outdoor furniture................................. 7

5.4

Play area ....................................................................................................................... 7 5.4.1 Play equipment.......................................................................................... 7

5.4.2 Footings for play equipment ...................................................................... 8

5.4.3 Soft fall area .............................................................................................. 8

5.4.4 Shade structure ......................................................................................... 8

5.5 Bollards......................................................................................................................... 8

5.5.1 Cycleway in a park intersecting with a road.............................................. 8

5.5.2 A park adjacent to a road .......................................................................... 8

5.5.3 Materials .................................................................................................... 9

5.5.4 Installation of a bollard .............................................................................. 9

PART 6 SOFTWORKS.............................................................................................................. 10

6.1 Cultivation................................................................................................................... 10

6.2

Soil ............................................................................................................................... 10

6.3

Garden area and tree plant ing .................................................................................. 11

6.3.1 Fertiliser................................................................................................... 11

Standard Specification No. 2 (Landscaping)

Logan Planning Scheme QPP version 3.0 October2013 Pi



Standard Specification No. 2 (Landscaping)

Logan Planning Scheme QPP version 3.0 October 2013 Pii

6.3.2 Plant material........................................................................................... 11

6.3.3 Tree planting............................................................................................ 12

6.3.4 Transplanting........................................................................................... 12

6.3.5 Plant sizes ............................................................................................... 13

6.3.6 Mulch ....................................................................................................... 13

6.3.7 Composted Forest mulch ........................................................................ 13

6.3.8

Pine bark mulch....................................................................................... 13 6.3.9 Hoop pine bark mulch ............................................................................. 13

6.3.10 Washed river mulch................................................................................. 14

6.3.11 Organic embankment stabilisation matting ............................................. 14

6.4 Turf and grassing....................................................................................................... 14

6.4.1 Fertiliser................................................................................................... 14

6.4.2 Grass seed .............................................................................................. 14

6.4.3 Turfed area .............................................................................................. 14

6.5 Rehabil itation planting .............................................................................................. 15

6.5.1 Rehabilitation planting ............................................................................. 15

6.5.2 Plant communities ................................................................................... 15

6.5.3 Specific location requirements ................................................................ 15

PART 7 MAINTENANCE........................................................................................................... 16

7.1

General maintenance................................................................................................. 16

7.2 Spraying of plants ...................................................................................................... 16

7.3 Maintenance period ................................................................................................... 16

7.4 Maintenance works .................................................................................................... 16

7.4.1 Maintenance of a garden area ................................................................ 16

7.4.2 Maintenance of a grassed area............................................................... 17

7.4.3 Maintenance of a tree.............................................................................. 17


8.1 Materials...................................................................................................................... 18

8.2 Damage to plants ....................................................................................................... 18

8.3 Landscape maintenance works................................................................................ 18



Part 1 Introduction

1.1 Title

This standard specification may be cited as Standard specification No. 2 (Landscaping) 2014.

1.2 Purpose of the standard specif ication

(1) This standard specification forms part of Planning Scheme Policy 5—Infrastructure and as suchspecifies assessment provisions in respect of which an application for development approval fordevelopment being work specified in section 1.3 (Application of the standard specification) ofthis standard specification is assessed.

(2) This standard specification also forms part of a contract:


(b) of which the local government is not a principal as a result of a development approval

granted by the local government.


(1) This standard specification applies to work being landscaping.

1.4 Interpretation of standard specification




(c) is not defined in this standard specification or the contract, has the meaning given inaccordance with SC1.2 Administrative definitions of Schedule 1 of the planning scheme.


(a) is defined in this standard specification, has the meaning given in this standardspecification;

(b) is not defined in this standard specification, has the meaning given in accordance withSC1.2 Administrative definitions of Schedule 1 of the planning scheme.

(3) If this standard specification forms part of a contract in which the local government is a principalthen, for the purpose of that contract, all references to “local government” will be read as“Principal”.

Standard specification No. 2 (Landscaping) Part 1 Introduction—1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss2-1



Part 2 Materials

2.1 Landscaping materials

(1) The materials and workmanship in respect of landscaping complies with:(a) AS 3660/1/2/3 2000 (Set) Termite Management;

(b) AS 2156.1:2001 Walking tracks, Part 1: Classification and signage;

(c) AS 1289.0:2000 Method of testing soils for engineering purposes, Part 0: Generalrequirements and list of methods;

(d) AS/NZS 2878:2000 Timber-Classification into strength groups;

(e) AS 1604.1:2005 Specification for preservative treatment - Sawn and round timber;

(f) AS/NZS 1604.2:2010 Specification for preservative treatment - Reconstituted wood-based products;

(g) AS/NZS 1604.3:2010 Specification for preservative treatment - Plywood;

(h) AS/NZS 1604.4:2010 Specification for preservative treatment - Laminated veneer lumber(LVL));

(i) AS/NZS 1604.5:2010 Specification for preservative treatment - Glued laminated timberproducts;

(j) AS/NZS 1428.4.1:2009 Design for access and mobility, Part 4: Tactile indicators;

(k) AS 3727-1993 Guide to residential pavements;

(l) AS 1141.0-1999 Methods for sampling and testing aggregates - List of methods;

(m) AS 4454-2012 Composts, soil conditioners and mulches;

(n) AS 4419-2003 Soils for landscaping and garden use;

(o) AS 2156.2-2001 Walking tracks, Part 2: Infrastructure design;

(p) AS 1657-1992 Fixed platforms, walkways, stairways and ladders - Design constructionand installation;

(q) AS 4373-2007 Pruning of amenity trees;

(r) AS 4685.1-2004 Playground equipment - General safety requirements and test methods;

(s) AS 4970-2009 Protection of trees development sites;

(t) AS 4687 - 2007 Temporary fencing and hoardings;

(u) AS 1319-1994 Safety signs for the occupational environment;

(v) AS 4970-2009 Protection of trees on development sites;

(w) Specifying Trees NATSPEC 2nd

Edition (2003) - Ross Clarke;

(x) Chemicals Distribution Control Act 1966.

(2) Unless otherwise specified in this standard specification, a manufactured item is used accordingto the manufacturer’s specification.

(3) All landscape materials (soil, plants and mulch) are free from fire ants, certificate or legislation.

2.2 Removal of material from the premises

(1) The removal of material from the premises is in accordance with section 2.4 (Removal ofmaterial from the premises) of Standard Specification No. 1 (Earthworks) 2014.

Standard specification No. 2 (Landscaping) Part 2 Materials—2.1 Landscaping materialsLogan Planning Scheme QPP version 3.0 October 2013 Sc2-2



Part 3 Plant management

3.1 Protection of a plant to be retained

(1) If a plant is to be retained the provisions of section 2.1 (Protection of plants to be retained) ofStandard specification No. 11 (Construction) 2014 are to be complied with.

3.2 Work near a tree

(1) Work near a tree which is to be retained is carried out in accordance with section 2.2 (Worknear a tree) of Standard specification No. 11 (Construction) 2014.

3.3 Damage to a plant to be retained

(1) If a plant to be retained is damaged, the plant is repaired or replaced in accordance with section2.3 (Damage to plants) of Standard specification No. 11 (Construction) 2014.

(2) In subsection (1) “damaged” means:(a) the destruction of a plant; or

(b) the breaking of branches or roots; or

(c) the debarking of trunks or limbs; or

(d) the contamination of root zone soil or plants from drift sprays, dust or contaminatedstormwater; or

(e) the damage by the placement of fill or building materials within the canopy perimeter orotherwise;

(f) compaction from machinery;

(g) modification of surrounding hydrology;

(h) soil build up around the base of a tree..

3.4 Maintenance of a plant to be retained

(1) A plant that is to be retained is maintained by:

(a) root and canopy pruning, irrigation and fertilisation of any necessary severing of the rootsystem;

(b) continued irrigation and fertilisation during establishment;

(c) formative pruning as required in accordance with AS 4373-2007 Pruning of amenity trees;

(d) maintenance until the plant demonstrates healthy growth.

(2) Tree maintenance work is supervised by an AQF Level 5 qualified arborist.3.5 Removal of a plant

(1) A tree that is not to be retained is removed in accordance with section 2.3 (Removal of trees) ofStandard specification No. 1 (Earthworks) 2014.

(2) A non-native plant is removed from an area requiring natural regeneration, revegetation orrehabilitation.

(3) A native plant is only removed if:

(a) the removal of the plant is necessary to ensure compliance with section 2.3 (Damage toplants) of Standard specification No. 11 (Construction) 2014;

(b) the native plant poses a threat to human health or safety or the functioning of a regionalecosystem.

Standard specification No. 2 (Landscaping) Part 3 Plant management—3.1 Protection of a plant to be retainedLogan Planning Scheme QPP version 3.0 October 2013 Sc2-3



(4) If a native plant community poses a threat to the functioning of a regional ecosystem, thinning isto be carried out in respect of the native plant community.

(5) The thinning of a native plant community does not:

(a) focus on or completely eradicate one native plant;

(b) reduce the regenerative capacity of the ecosystem;

(c) alter the plant composition of the community so that it no longer represents the regionalecosystem;

(d) remove all the plants forming part of the understorey or mid-storey of the plantcommunity;

(e) result in selective clearing that just retains large or older trees;

(f) result in the replacement of the understorey of the plant community with pasture forgrazing;

(g) have an adverse impact on a remaining forest, erosion, waters, a habitat or a heritageplace.

3.6 Weed eradication

(1) An environmental weed is removed from the premises.

(2) An environmental weed on stockpiled topsoil is eradicated by the application of a glyphosphateherbicide or a similar herbicide approved by the local government, in accordance with themanufacturer’s specification.

(3) An existing plant which is capable of colonising an area is retained where topsoil is not useddirectly in that area.

(4) A weed or grass on an area to be landscaped is eradicated by the application of a herbicideprior to the spreading of topsoil.

(5) Weed eradication is to occur in accordance with the SEQ Ecological Restoration Framework.

3.7 Methods for removal of plants

(1) A plant that roots directly from its base and has shallow roots is to be removed by hand, byremoving the main root system.

(2) A weed that grows from a clumped, fibrous root system is to be removed using the crowningmethod, by cutting the roots from the crown of the weed.

(3) A large weed infestation is to be removed in accordance with the SEQ Ecological RestorationFramework.

(4) A plant being a tree or a vine is to be removed using the cut and paint method, by cutting thebase of the stem close to the ground and immediately applying herbicide to the cut.

Standard specification No. 2 (Landscaping) Part 3 Plant management—3.6 Weed eradicationLogan Planning Scheme QPP version 3.0 October 2013 Sc2-4



Part 4 Earthworks

4.1 Erosion and sediment control

(1) Erosion and sediment control measures are undertaken in respect of earthworks in accordancewith Standard specification No. 11 (Construction) 2014.

4.2 Clearing and grubbing

(1) Clearing and grubbing are to be carried out in accordance with Standard specification No. 1(Earthworks) 2014.

4.3 Stockpiles

(1) Stockpiles are created in accordance with Standard specification No. 1 (Earthworks) 2014.

4.4 Softworks grades

(1) The maximum grade for a garden bed is 1 in 3.

(2) The maximum grade for a grassing area is 1 in 4.

4.5 Earth mounds

(1) An earth mound is constructed from excavated material or imported fill, approved by the localgovernment, in layers approximately 150mm thick and compacted to minimise slumping.

(2) The corners and intersections of a plane of an earth mound is rounded and gradual.

(3) The grading from the edgings has horizontal shoulders, with a minimum width of 500mm, before

any change of level.

Standard specification No. 2 (Landscaping) Part 4 Earthworks—4.1 Erosion and sediment controlLogan Planning Scheme QPP version 3.0 October 2013 Sc2-5





5.3 Outdoor furniture

5.3.1 General requirements for outdoor furniture

(1) Outdoor furniture is:

(a) selected from items of outdoor furniture approved by the local government;

(b) vandal proof;

(c) suitable for the use to which it is proposed;

(d) consistent with the immediate environment and existing outdoor furniture within thatenvironment.

5.3.2 Footings to outdoor furniture

(1) Unless the manufacturer specifies otherwise, the footings to outdoor furniture are to be coremounted and footings to be constructed in accordance with Standard specification No. 7(Concrete) 2014.

(2) The footings to outdoor furniture are installed in accordance with the manufacturer’sspecifications or an engineering specification approved by the local government.

(3) The concrete footings to outdoor furniture have the minimum strength of 20MPa.

5.3.3 Water connection and drainage to outdoor furniture

(1) Outdoor furniture which requires water supply and stormwater drainage is provided with a waterconnection and stormwater drainage in accordance with Standard specification No. 12 (Sub-soildrainage) 2014 and the manufacturer’s requirements.

5.4 Play area

5.4.1 Play equipment

(1) Play equipment complies with:

(a) AS/NZS 4486.1:1997 Playgrounds and playground equipment, Part 1:Development,installation, inspection, maintenance and operation;

(b) AS 4685.1-2004amdt 2 - 2008 Playground equipment - General safety requirements andtest methods;

(c) AS 4685.2-2004 amdt 2 - 2008 Playground equipment - Particular safety requirementsand test methods for swings;

(d) AS 4685.3-2004/samdt 1 - 2006 Playground equipment - Particular safety requirementsand test methods for slides;

(e) AS 4685.4-2004 Playground equipment - Particular safety requirements and test methodsfor runways;

(f) AS 4685.5-2004/amdt 1 - 2006 Playground equipment - Particular safety requirementsand test methods for carousels;

(g) AS/NZS 4422-1996 Playground surfacing - Specifications, requirements and test method(incorporating Amdt 1 May 1999);

(h) AS 2555-1982 Supervised adventure playgrounds, Guide to establishment andadministration.

(i) As4685.6 - 2004/amdt 1 - 2008 Playground equipment - Particular safety requirementsand test methods for rocking equipment.

Standard specification No. 2 (Landscaping) Part 5 Hardworks—5.3 Outdoor furnitureLogan Planning Scheme QPP version 3.0 October 2013 Sc2-7



5.4.2 Footings for play equipment

(1) Play equipment is installed to allow for a 50mm clearance from the top of the footing of the playequipment to the top of the surrounding subgrade.

5.4.3 Soft fall area

(1) A soft fall area:

(a) has a minimum 250mm depth soft fall sand bed complying with AS/NZS 4422-1996Playground surfacing - Specifications, requirements and test method (incorporating Amdt1 May 1999) above the subgrade;

(b) provides for free drainage from the sub-grade and no ponding to the sub-grade;

(c) is excavated to the levels shown on the approved drawings.

(2) The soft fall area is connected to the stormwater drainage.

(3) If the soft fall area cannot be connected to the stormwater drainage:

(a) the outlets of the sub-soil drainage pipes are to be provided at a minimum of 3 metres

from the play equipment pad;(b) if the premises do have sufficient fall to divert the flow, the flow is diverted via a turfed

spoon drain, the profile of which is mowable, to the lowest point on the premises;

(c) if the premises do not have sufficient fall to divert the flow, the drainage pipe is to bedischarged into a rubble pit of 1m

3 water holding capacity per 5m² of softfall area. Pit is

to be a minimum of 300mm below the sub-grade of the play equipment pad.

5.4.4 Shade structure

(1) Where a shade structure is installed over play equipment, the shade structure is not to impedethe vertical clearance heights of the play equipment.

(2) The shade structure is certified by an engineer as structurally sound in the upper range

conditions experienced in south east Queensland, including the wind terrain category anddesign wind speed for a specific site.

(3) The shade structure has a minimum clearance of 2 metres between the fabric cover and eachplay equipment.

(4) The shade structure provides a minimum shade shadow to cover of 90 percent of all equipmentduring the period from 11:30 to 14:30 during December to mid March.

(5) The shade structure is rated above 90 percent for UV block out and uses Monotec 370 fabric orequivalent.

5.5 Bollards

5.5.1 Cycleway in a park intersecting with a road

(1) A bollard which is provided at the end of a cycle path in a park to prevent direct access to a roadis in accordance with standard drawing LCC 8-00702.

5.5.2 A park adjacent to a road

(1) A bollard which is provided in a park adjacent to a road to prevent vehicular access to the parkis:

(a) in accordance with standard drawing LCC 8-00247;

(b) provided at 1.5m centres to the sides of the park abutting a road reserve.

Standard specification No. 2 (Landscaping) Part 5 Hardworks—5.5 BollardsLogan Planning Scheme QPP version 3.0 October 2013 Sc2-8



5.5.3 Materials

(1) A bollard is:

(a) 1200mm or 1500mm in length and 150mm in diameter;

(b) made from a treated pine post in accordance with AS1604.1-2005 Specification for

preservative treatment - Sawn and round timber ;

(c) circular routed at the top of the post;

(d) free from defects, splits and splinters.

(2) The footing to a bollard:

(a) is concrete;

(b) has a minimum strength of 20MPa;

(c) is installed to a depth of 650mm with a diameter of 400mm.

5.5.4 Installation of a bollard

(1) A bollard is installed with a maximum spacing of 1.5 metres and no deviations from the line orcurve of the bollards shown on the approved drawings.

(2) A footing to a bollard is excavated to achieve the footing dimensions and filled with concrete.

(3) The bollard is stabilised in a vertical position at the centre of the footing to a depth of 600mmbelow the finished surface level until the concrete is cured.

(4) On completion of the installation of the bollard, the surrounding area is cleaned up, debris isremoved and any area disturbed by the work is re-established.

Standard specification No. 2 (Landscaping) Part 5 Hardworks—5.5 BollardsLogan Planning Scheme QPP version 3.0 October 2013 Sc2-9



Part 6 Softworks

6.1 Cultivation

(1) The sub-grade is rotated by rototilling to a minimum depth of 150mm.(2) Where a clay pan or a shale like rock lies within 500mm of the surface, layers are to be ripped

to a minimum depth of 500mm.

(3) The area in proximity to a service or a tree root is:

(a) to be undisturbed; or

(b) cultivated by hand where it cannot be left undisturbed.

(4) Any stone exceeding 50mm in any direction and any extraneous material brought to the surfaceduring cultivation is removed.

6.2 Soil

(1) Soil:

(a) is a fine soil type in accordance with Table 6.2.1—Soil type by texture;

(b) is friable;

(c) is moderately free draining;

(d) complies with AS 4419-2003 Soils for landscaping and garden use;

(e) is free of fire ants;

(f) is free from Nut Grass (Cyperus rotundus);

(g) report is to provided at pre-start meeting.

(2) Soil is imported from a source approved by the local government or is provided from material

upon the premises where approved by the local government.(3) Soil from the premises which is improved to comply with Table 6.2.1—Soil type by texture by

the use of additives such as Gypsum, may be used as topsoil where approved by the localgovernment.

(4) If an additive is used to improve soil from the premises, the additive is applied in accordancewith the manufacturer’s specification.

(5) Soil is spread such that:

(a) the finished surface of the soil is smooth, free of lumps and free draining;

(b) the finished surface levels allows for the settling and spreading of mulch;

(c) the soil is lightly compacted over the prepared sub-grade;

(d) in a grassed area the edge of the soil is feathered into undisturbed ground.(6) Where soil is next to a kerb, a path, a mowing strip or other hard paved surface:

(a) the soil is finished flush for a seeded grass area and bevelled below the abutting finishedgrade to allow for turf or mulch;

(b) the finished grade of the mulch is approximately 10mm below the abutting finishedsurface level;

(c) the finished surface level of the turf is flush with the abutting finished surface level;

(d) the finished surface level of a grass area, turf and a garden bed adjacent to a building orother structure is 125mm below the weepholes in the building or the structure.

(7) The minimum depth of soil for:

(a) a turfed area and a seeded grass area is 100mm;

(b) a garden bed is 300mm.

Standard specification No. 2 (Landscaping) Part 6 Softworks—6.1 CultivationLogan Planning Scheme QPP version 3.0 October 2013 Sc2-10



Table 6.2.1—Soil t ype by texture

Column 3Soil type by texture

Column 1Composition

Column 2Test method Fine

(loam)Medium

(sandy loam)Coarse(loamy

sand)

Sand - <52 50-70 70-85

Silt - 28-50 0-50 0-30

Clay - 7-27 0-20 10-15

Organicmatter

AS1289.4.1.1-1997Methods of testing soils forengineering purposes - Soilchemical tests -Determination of theorganic matter content of asoil - Normal method

>2 >5 >5

Salt content Electrical conductance <3.0dS/m <3.0dS/m <3.0dS/m

ReactionpH value

AS1289.4.3.1-1997Methods of testing soils forengineering purposes - Soilchemical tests -Determination of the pHvalue of a soil -Electrometric method

5-7 5-7 5-7

6.3 Garden area and tree plant ing

6.3.1 Fertiliser

(1) If fertiliser is required to be applied, the fertiliser is applied as determined by the manufacturer'sspecifications. Application of fertilizer should be in response to site soil conditions, importedsoils and plant species to ensure continuous healthy growth.

(2) Fertiliser is placed 50mm away from the root ball and at a depth that is equivalent to half thedepth of the root ball, but no deeper than 250mm.

6.3.2 Plant material

(1) A plant is:(a) free from disease, a pest and nursery weeds;

(b) not an environmental weed.

(2) A plant is not planted in adverse conditions including extreme weather conditions orwaterlogged soils.

(3) During planting:

(a) the root ball of a plant receives minimum disturbance and exposure;

(b) minor root pruning is carried out where necessary;

(c) remove all nursery stakes and ties.

(4) A tree is of stock quality as specified on standard drawing LCC 8-00237.

(5) A plant is prepared for the specific growing conditions of the premises.

(6) The mature size of a plant is appropriate for its location.

Standard specification No. 2 (Landscaping) Part 6 Softworks—6.3 Garden area and tree plantingLogan Planning Scheme QPP version 3.0 October 2013 Sc2-11



6.3.3 Tree plant ing

(1) A tree planted in a garden area without a root barrier is planted in accordance with standarddrawings LCC 8-00236 and LCC 8-00237.

(2) A tree planted in a garden area with a root barrier is planted in accordance with standard

drawing LCC 8-00235.(3) A street tree planted in a grassed verge is planted in accordance with:

(a) LCC 8-00242 Typical footpath setout detail;

(b) Table 6.3.3.1—Street tree setback requirements;

(c) standard drawings LCC 8-00236 and LCC 8-00237.

(4) A street tree planted in a paved area is planted in accordance with:

(a) Table 6.3.3.1—Street tree setback requirements;

(b) standard drawing LCC 8-00235 modified to provide a metal grate around the base of thestreet tree, flush with the paved surface and with a maximum 4mm gap between themetal grate and the paved surface.

Table 6.3.3.1—Street tree setback requirements

Column 1

Object

Column 2

Minimum setback (metres)

Road light pole 8

Electricity or telephone pole or pillar 2.5

Powerline 3.5

Water supply system and sewerage system 1.5

Back of kerb 0.6

Road sign 10.0Path 0.6 from a path running

generally parallel to acarriageway and 3.0 from apath which is runninggenerally perpendicular to acarriageway

Tangent point of the extension of the propertyalignment of a side road that intersects with athrough road

8.0 if the through road is aminor road

15.0 if the through road is amajor road

Crossover 3.0

Street tree with a mature height which is less than4 metres

6.0

Street tree with a mature height of between 4 and 6metres

7.0

Street tree with a mature height of greater than 6metres

10.0

Bus stop and bus shelter 10.0

6.3.4 Transplanting

(1) A plant is transplanted during its dormant period, where practical.




(2) A planting hole is prepared to allow for a minimum width, equivalent to 50 percent of the rootball diameter, to be backfilled beneath and surrounding the root ball.

(3) The root ball is prepared for transportation by wrapping the root ball in hessian or a similarmaterial to prevent disturbance of the root ball.

(4) A transplanted tree with a calliper greater than 50mm at a height of 1.5 metres from the ground

level is guyed with:(a) three wires spaced equally around the tree and attached at a 45 degree angle, at

approximately 40 percent of the trunk height from the ground;

(b) wires that are evenly taut and anchored or pegged into the ground;

(c) wires with a surrounding rubber hose to protect the tree;

(d) wires that are temporarily flagged where conflict with traffic may occur;

(e) wires and flags that are removed after the tree has become established.

6.3.5 Plant sizes

(1) A plant is of a size specified in Table 6.3.5.1—Plant size of this standard specification.

Table 6.3.5.1—Plant size

Column 1Type of plant

Column 2Minimum container size or t ype

Column 3Staked

Tree 25/L Yes

Shrub 200 mm As required

Groundcover 140 mm No

Vine 140 mm No

Rehabilitation orrevegetation work

Tubestock or virocell As required

6.3.6 Mulch

(1) Mulch is kept free from the stem or the trunk of a plant to a minimum distance of 200mm radius.

(2) Mulch is free of foreign matter including rock, soil, weeds and sticks.

(3) Mulch in a garden area and at the base of a tree has a minimum depth of 100mm.

6.3.7 Composted Forest mulch

(1) Composted Forest mulch comprises chipped tree trunk, branches and leaves of mixed plantspecies other than an environmental weed.

(2) Composted Forest mulch is used on a batter, a mass planting area and in combination withother mulch in a garden area.

6.3.8 Pine bark mulch

(1) Pine bark mulch is graded from 25-50mm in length free from other wood products.

(2) Pine bark mulch is used around individual trees planted in a grassed area and in combinationwith forest litter mulch in a garden area.

6.3.9 Hoop pine bark mulch

(1) Hoop pine bark mulch is used on a batter, a mass planting area and in combination with pine

bark mulch in a garden area.




6.3.10 Washed river mulch

(1) Washed river pebble is graded in size to ensure no movement in a peak stormwater event.

(2) Stones are free from foreign material and are consistent in colour and size.

(3) Washed river pebble is used:

(a) around stormwater drainage;

(b) around an inlet and an outlet in an organic mulched area;

(c) along a garden area where an organic pebble washout is probable or to aid in thedrainage of the garden area.

(4) The minimum depth of washed river pebble is a minimum of twice the diameter of the largestpebble.

(5) Washed river pebble is not used in an area accessible to the public unless indicated on anapproved drawing.

6.3.11 Organic embankment stabil isation matting

(1) Organic matting shall be pinned and installed in accordance with manufacturers specification toensure no movement.

6.4 Turf and grassing

6.4.1 Fertiliser

(1) Fertiliser is to be applied as per manufacturer's specification to ensure healthy long term growth.

6.4.2 Grass seed

(1) Grass seed is mixed and applied at the rates in accordance with the suppliers specifications and

guidelines.

(2) A failed grassed area is immediately repaired by raking, the seeding of grass and watering.

6.4.3 Turfed area

(1) A turf roll has a minimum soil thickness of 20mm.

(2) The turf is delivered to the premises within 24 hours of being cut.

(3) The turf is laid within 36 hours of being cut.

(4) Where the laying of the turf is delayed, the turf is:

(a) protected and watered to maintain its condition;

(b) not allowed to dry out at any stage from cutting to laying.(5) The turf is laid along the contours of the premises in staggered rows with the butt ends of the

turf rolled together.

(6) The edges of the finished grade of the turf are bevelled down a maximum 15mm below anabutting hard surface such as a kerb, a path, a mowing strip or other hard paved surface.

(7) The turf is rolled to ensure contact between the roots of the turf and the topsoil bed.

(8) Loamy sand is worked into the joints and depressions in a turfed area to correct anyunevenness in the surface of the turfed area.

(9) The turf is not provided on a slope steeper than 1 in 4.

(10) A newly turfed area is protected from traffic.

(11) A failed turfed area is immediately repaired by raking, the relaying of turf and watering.

Standard specification No. 2 (Landscaping) Part 6 Softworks—6.4 Turf and grassingLogan Planning Scheme QPP version 3.0 October 2013 Sc2-14



6.5 Rehabilitation planting

6.5.1 Rehabili tation planting

(1) Rehabilitation shall be carried out in accordance with the SEQ Ecological Restoration

Framework (2012).

6.5.2 Plant communit ies

(1) The plant community is representative of the species and density of endemic plant communities.

(2) The plant community is self sustaining and self-regenerating.

(3) The plant community provides habitat for native animals.

6.5.3 Specific location requirements

(1) The upper part of a slope or a bank is planted with:

(a) large trees with deep root systems;

(b) shrubs that bind the soil;

(c) ground covers that can filter stormwater.

(2) The lower part of a slope or a bank is planted with:

(a) a dense undergrowth of shrubs;

(b) native rushes and sedges with matted root systems and flexible branches to protect thebank from scouring;

(c) plants that are tolerant of periodic inundation.

(3) An area subject to regular tidal inundation is planted with:

(a) trees and shrubs suited to areas which are subject to regular tidal inundation;

(b) herbs, grasses and vines that increase in density further away from areas which aresubject to regular tidal inundation.

Standard specification No. 2 (Landscaping) Part 6 Softworks—6.5 Rehabilitation plantingLogan Planning Scheme QPP version 3.0 October 2013 Sc2-15





(g) adjusting any uneven settling or slumps by lifting the mulch, adding or removing approvedsoil and replacing the mulch to the required level;

(h) carrying out such other activities as are necessary to ensure compliance with thisstandard specification;

(i) keeping mulch clear of plant stems to prevent damage to plants.

7.4.2 Maintenance of a grassed area

(1) A grassed area is maintained during the maintenance period by:

(a) mowing grass to 50mm height when grass has grown no higher than 75mm andremoving grass clippings from the landscape area or as otherwise approved by the localgovernment;

(b) applying water at regular intervals to ensure ongoing healthy growth.

7.4.3 Maintenance of a tree

(1) A tree is maintained during the maintenance period by:

(a) replacing a failed, damaged or stolen plant with a plant of the same size and species andequal to the size of a similar plant at the time of replanting;

(b) watering each plant as necessary from the date of planting to maintain continuing healthystress free growth;

(c) maintaining a mulched area by keeping the area clean and tidy and reinstating the mulchas necessary;

(d) regularly removing weeds;

(e) adjusting and replacing a stake and a tie as required;

(f) adjusting any uneven settling or slump by lifting the mulch, adding or removing theapproved topsoil and replacing the mulch to the required level;

(g) removing the lower branches of a tree planted in a road area as necessary;(h) fertilising and spraying the tree as necessary to ensure healthy growth;

(i) pruning a street tree in accordance with AS 4373-1996 Pruning of amenity trees.

(2) If tree surgery is required to be carried out on an existing retained tree, a transplanted tree, anewly planted tree, or a damaged tree, the tree surgery is performed by a qualified treesurgeon.

Standard specification No. 2 (Landscaping) Part 7 Maintenance—7.4 Maintenance worksLogan Planning Scheme QPP version 3.0 October 2013 Sc2-17



Standard specification No. 2 (Landscaping) Part 8 Contractual provisions—8.1 MaterialsLogan Planning Scheme QPP version 3.0 October 2013 Sc2-18


8.1 Materials

(1) Without derogating from the obligation of the Contractor to achieve Practical Completion by theDate for Practical Completion, the Contractor must advise the Superintendent immediately theContractor becomes aware that supplies specified on the approved drawings are not availableand provide names of alternative suppliers and proposed alternative materials.

(2) The Contractor must obtain the written approval of the Superintendent before orderingalternative materials.

8.2 Damage to plants

(1) If the Contract contains a provisional sum for the replacement of stolen or damaged trees, theContractor must cost that provisional sum item.

8.3 Landscape maintenance works

(1) The Contractor is not required to comply with the requirements set out in section 7.3(1)(b) (Maintenance period) of this standard specification.

(2) If the Contactor fails to achieve the requirements set out in section 7.3(1)(a) (Maintenanceperiod) of this standard specification within the plant establishment period:

(a) the Contractor is to achieve the requirements of section 7.3(1)(a) (Maintenance period) ofthis standard specification as soon as possible after the plant establishment period;

(b) the Contractor is not entitled to lodge its final payment claim under the Contract until suchtime as, in the Superintendent’s opinion, the Contractor has complied with its obligationsunder section 7.3(1)(a) (Maintenance period) of this standard specification.

(3) Subject to section 8.3(2) (Landscape maintenance works) of this standard specification, fromthe Date of Practical Completion to the expiry of the plant establishment period, the Contractoris required to carry out landscape maintenance in accordance with:

(a) Section 7.4 of this standard specification;

(b) the Maintenance Program.

(4) For the purposes of section 8.3(3) (Landscape maintenance works) of this standardspecification, the Maintenance Program:

(a) is to be prepared by the Contractor and submitted to the Superintendent for approvalprior to commencement of work under the Contract;

(b) is to be approved by the Superintendent within 21 days of receipt;

(c) is to contain details of the frequency with which the Contractor proposes to carry out its

obligations under section 7.4 of this standard specification.



Standard specification No. 3 (Stormwater infrastructure)2014

Table of contents

PART 1 INTRODUCTION............................................................................................................ 1

1.1 Title................................................................................................................................ 1



1.4 Interpretation of terms................................................................................................. 1

PART 2 MATERIALS .................................................................................................................. 2

2.1 Materials and workmansh ip ........................................................................................ 2

2.2 Reinforced concrete pipe............................................................................................ 2

2.3 Fibre reinforced concrete pipe ................................................................................... 2

2.4 Unplasticised PVC (uPVC) .......................................................................................... 2

2.5 Precast reinforced concrete box culverts ................................................................. 3

2.6

No crack policy ............................................................................................................ 3

PART 3 EXCAVATION................................................................................................................ 4

3.1 Excavation .................................................................................................................... 4

3.2 Drainage of bedding material ..................................................................................... 4

3.3 Unsuitable trench foundations ................................................................................... 4

PART 4 BEDDING LAYING AND JOINTING OF PIPES AND BOX CULVERTS..................... 5

4.1 Bedding and surround ................................................................................................ 5

4.2 Pipe laying .................................................................................................................... 6

4.3 Jointing pipes............................................................................................................... 6

4.4 Pipe laying compl iance test ing .................................................................................. 6

4.5 Laying and joint ing o f box culverts ........................................................................... 7

PART 5 BACKFILLING............................................................................................................... 8

5.1

General standards ....................................................................................................... 8

5.2 Under proposed pavements ....................................................................................... 8

5.3 Under existing pavements .......................................................................................... 8

5.4 Under footpaths ........................................................................................................... 9

5.5 Sand, sil t and debris in stormwater drainage pipeline ............................................ 9

5.6 Disposal of surplus spoil ............................................................................................ 9

PART 6 DRAINAGE STRUCTURES ........................................................................................ 10


6.2 Materials...................................................................................................................... 10

6.3 Construct ion of drainage s tructures ....................................................................... 10

6.4 Stone pi tching ............................................................................................................ 11

6.5 Handpacked rubble.................................................................................................... 11

6.6

Concrete surround..................................................................................................... 11

PART 7 INTER-ALLOTMENT DRAINAGE SYSTEM............................................................... 12

7.1 Pipe bedding and backfill.......................................................................................... 12

7.2 Pipe materials............................................................................................................. 12

7.3 Inspection manholes ................................................................................................. 12

7.4 Footpath crossing—outfall to kerb .......................................................................... 12

PART 8 RESTORATION........................................................................................................... 13


8.2 Asphalt pavements .................................................................................................... 13

8.3 Kerb and channel ....................................................................................................... 13

8.4 Concrete pavements.................................................................................................. 13

8.5 Grassed areas ............................................................................................................ 13

8.6

Connection to water supply inf rastruc ture ............................................................. 13


Standard specification No. 3 (Stormwater infrastructure)Logan Planning Scheme QPP version 3.0 October 2013 Pi



Standard specification No. 3 (Stormwater infrastructure)Logan Planning Scheme QPP version 3.0 October 2013 Pii

9.1 Excavation in rock ..................................................................................................... 14

9.2 Drainage of bedding material ................................................................................... 14



Standard specification No. 3 (Stormwater infrastructure) Part 1 Introduction—1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss3-1

Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard specification No. 3 (Stormwaterinfrastructure) 2014.







(1) This standard specification applies to work being engineering work involving stormwaterinfrastructure.

1.4 Interpretation of terms












Standard specification No. 3 (Stormwater infrastructure) Part 2 Materials—2.1 Materials and workmanshipLogan Planning Scheme QPP version 3.0 October 2013 Ss3-2

Part 2 Materials

2.1 Materials and workmanship

(1) The materials and workmanship in respect of the construction of stormwater infrastructurecomply with:

(a) AS/NZS 1254:2010 and Amendment 1-2011 - PVC Pipes and fittings for storm andsurface water applications;

(b) AS 1646:1-2007 - Elastomeric seals for waterworks purposes - General requirements;

(c) AS 4058-2007 Precast concrete pipes (pressure and non-pressure) - incorporating Amdt1 - 1996;

(d) AS 1597.2-1996 Precast reinforced concrete box culverts - Large culverts (from 1500mmspan and up to and including 4200mm span and 4200mm height);

(e) AS 1597.2 Supp1-1997 Precast reinforced concrete box culverts - Large culverts (from1500mm span and up to and including 4200mm span and 4200mm height) - Commentary(Supplement to AS 1597.2-1996);

(f) AS 4139-2003 Fibre reinforced concrete pipes;

(g) AS 3725-2007 Loads on buried concrete pipes;

(h) AS 3725-1989 Supp 1-2007 Loads on buried concrete pipes - Commentary (Supplementto AS 3725-2007).

2.2 Reinforced concrete pipe

(1) Unless otherwise noted on the approved drawings all pipes are Class 2 and comply with therequirements of AS 4058-2007.

(2) Reinforced concrete pipes are subjected to the load and absorption tests specified in AS 3725-2007 Loads on buried concrete pipes where the load test is the three edge bearing method.

(3) Pipes up to and including 600mm diameter are rubber ring jointed.(4) Pipes larger than 600mm diameter are either:

(a) rubber ring jointed; or

(b) flush jointed with manufacturer’s external fitting jointing bands.

2.3 Fibre reinforced concrete pipe

(1) Unless otherwise noted on the approved drawings all pipes are Class 2 and comply with therequirements of AS/NZS 1254:2010 and Amendment 1-2011 - PVC Pipes and fittings for stormand surface water applications.

(2) Fibre reinforced concrete pipes are subjected to the load and absorption tests specified in AS

4139-2003 Fibre reinforced concrete pipes - Appendices E and F .(3) All pipes are double-v-ring jointed (Elastomeric joint).

2.4 Unplasticised PVC (uPVC)

(1) All uPVC pipes are Class SN8 minimum.

(2) All uPVC pipes and fittings up to and including 225mm in diameter are either solvent welded orrubber ring jointed.

(3) Pipes larger than 225mm diameter are rubber ring jointed.

(4) Pipes larger than 300mm are not used.





Standard specification No. 3 (Stormwater infrastructure) Part 3 Excavation—3.1 ExcavationLogan Planning Scheme QPP version 3.0 October 2013 Ss3-4

Part 3 Excavation

3.1 Excavation

(1) The site of all excavation is cleared and a hole made as a result of an excavation is filled in.

(2) At no time during the progress of the work is a length of trench opened up in advance of thepipe laying greater than can be laid in one working day.

(3) All excavated material which is not used on the site as backfill is removed from the site anddisposed of lawfully in accordance with all applicable laws.

(4) Excavation does not commence until sufficient materials are on site, together with thenecessary appliances and plant to ensure the uninterrupted progress and continuance of theworks after excavation has commenced.

(5) Excavation is made to the alignment and level shown in the approved drawings.

(6) Where excavation is carried out in asphaltic concrete sealed pavements, the asphaltic concreteat 150mm beyond the limits of the excavation is cut prior to excavation with saws or otherapproved tools to near straight lines to facilitate restoration of the pavement to its original state.

(7) Where excavation is carried out through grassed areas, turf is taken up and stockpiled for laterrelaying of the turf within the disturbed area.

(8) All trenches are generally vertically sided, however open-cut trenches in which the sides abovea level of 300mm over the top of the pipe are battered from the vertical may only be provided ifthe trenches are clear of structures and improvements.

(9) If trenches are sheeted, the clear width between the inside faces of the vertical sheeting equalsthe trench width shown on the approved drawings.

(10) Trenches are not excavated wider than the trench width shown on the approved drawings.

(11) All excavations are made in a careful manner to ensure they are rendered secure and safe bysheeting or other means.

(12) An excavation is protected to prevent slips or falls.

(13) Excavation is shored up by props and intermittent, partial or complete planking in accordancewith the Workplace Health and Safety Regulation 1997.

3.2 Drainage of bedding material

(1) Upstream of each headwall, manhole, or gully (other than an end of line gully), a 3.0 metrelength of 100 mm diameter sub-soil drainage pipe is laid in the bedding material.

(2) The sub-soil drainage pipe is:

(a) Class 400 perforated corrugated PVC pipe Type 1 that complies with AS 2439.1-2007Perforated plastics drainage and effluent pipe and fittings - Perforated drainage pipe andassociated fittings and AS 2439.2-2007 Perforated plastics drainage and effluent pipe

and fittings - Perforated effluent pipe and associated fittings for sewerage applications;(b) fitted with an approved geotextile filter sock where sand bedding is used.

3.3 Unsuitable trench foundations

(1) Where the excavation encounters ground water or other poor ground conditions, the depth ofthe bedding and surround material is increased to provide adequate support for the pipe asapproved by the local government.

(2) If poor trench conditions exist, the pipe, or structure is supported by rock ballast which is:

(a) sound igneous or metamorphic material that does not disintegrate in water;

(b) of a 50 mm nominal size;

(c) completely wrapped in a non woven geotextile fabric 1.9mm minimum thickness;

(d) tamped into place.



Standard specification No. 3 (Stormwater infrastructure) Part 4 Bedding laying and jointing of pipes and boxculverts—4.1 Bedding and surroundLogan Planning Scheme QPP version 3.0 October 2013 Ss3-5

Part 4 Bedding laying and jointing of pipes and boxculverts

4.1 Bedding and surround

(1) Bedding material conforms with the specifications in respect of:(a) type 1 (Ballast), or type 2 (Screenings), or type 3 (Course sand) as shown on standard

drawing IPWEAQ D-0030;

(b) the gradings in Table 4.1.1—Bedding material of this standard specification;

(c) consists of clean, hard, tough, durable uncoated material of uniform quality, free from clayor any other deleterious matter;

(d) is thoroughly compacted under the haunches and around the barrel of pipes;

(e) is separated from other approved trench backfill materials by a layer of non-wovengeotextile (Terrain 1000 s/uv or approved equivalent).

(2) Type 1 (Ballast) bedding material is:

(a) used for reinforced concrete pipes, fibre-reinforced concrete pipes and pre-cast drainagestructures;

(b) is in accordance with standard drawing LCC8-0054.

(3) Type 2 (Screenings) bedding material is:

(a) used for reinforced concrete pipes and fibre reinforced concrete pipes;

(b) is in accordance with standard drawing LCC8-0054.

(4) Type 3 (Course sand) bedding material is used:

(a) for small u-PVC pipes;

(b) in accordance with standard drawing LCC8-0054.

Table 4.1.1—Bedding material

Column 1Sievemm

Column 2Type 1(Ballast)% Passing

Column 3Type 2(Screenings)% Passing

Column 4Type 3(Coarse Sand)% Passing

37.5 98-100 - -

26.5 75-90 - -

19 15-25 98-100 -

9.5 0-2 35-50 98-100

4.75 0-1 5-10 95-100

2.36 0-1 0-2 70-98

1.8 - - 33-88

0.6 - - 12-63

0.43 0-1 0-1 8-40

0.3 - - 5-15

0.08 0-1 0-1 0-2



Standard specification No. 3 (Stormwater infrastructure) Part 4 Bedding laying and jointing of pipes and boxculverts—4.2 Pipe layingLogan Planning Scheme QPP version 3.0 October 2013 Ss3-6

4.2 Pipe laying

(1) Pipes are laid true to line and grade, and are free draining and firmly bedded.

(2) Pipes are laid from the discharge end upstream to the following tolerances:

(a) invert levels - ±50mm;

(b) manhole locations - within 1000mm of design;

(c) gully locations - within 300mm of design.

(3) Circular pipes with elliptical reinforcement are supplied marked “Top” and “Bottom” to indicatethe correct position when laid and such pipes are laid correctly according to the marking.

(4) For pipes up to and including 600mm diameter, the socketed end of the pipe is laid upstreamand a shallow excavation is made under the socket of each pipe so that the pipe fully rests forits full length of barrel upon the bedding material in the trench.

(5) Elastomeric ring joints are carefully made ensuring the spigot and socket are clean, and therubber ring is rolled evenly into place and elastomeric ring lubricant is used for fibre reinforcedconcrete pipes.

(6) For concrete pipes greater than 600mm diameter, internal interlocking joints may be used andthe pipes are laid generally as specified in section 4.2 (Pipe laying) of this standardspecification.

(7) Externally the pipe joint is sealed with an approved proprietary manufactured natural rubber jointing band.

(8) Lifting holes in all pipes are plugged by a method approved by the local government.

(9) Unless otherwise shown in the approved drawings, pipes are to be bedded as specified insection 4.1 (Bedding and surround) of this standard specification.

(10) Pipe laying is in accordance with the recommended pipe laying practice set out in AS 3725-2007 Loads on buried concrete pipes.

4.3 Jointing pipes

(1) Where specified, spigot and socket pipes are joined by elastomeric ring joints which is inaccordance with AS 1646.2007 Elastomeric seals for waterworks purposes - Generalrequirements.

(2) When a flush jointed pipe is used:

(a) the first pipe (downstream) is bedded to established line and grade with the grooveupstream;

(b) the external band is installed after the joint is made, in accordance with manufacturer’srecommendations.

4.4 Pipe laying compliance testing

(1) All pipes lines are subject to internal inspection and approval by the local government beforebeing accepted on-maintenance.

(2) The inspection of all pipes is carried out using a remote controlled video camera and the originalcopy of the unedited video tape with the date and time of the inspection visible on the pictures issubmitted to the local government before being accepted on-maintenance.

(3) A report on the findings of a remote controlled video camera inspection is to be submitted to thelocal government in an electronic format suitable for utilisation in “Sewer Rat” compatibleapplications.

(4) Pipes do not show clearly visible cracks of more than one millimetre for a length of 300mm ormore on the inside.

(5) All rejected pipes are replaced with new pipes which undergo further compliance testing.



Standard specification No. 3 (Stormwater infrastructure) Part 4 Bedding laying and jointing of pipes and boxculverts—4.5 Laying and jointing of box culvertsLogan Planning Scheme QPP version 3.0 October 2013 Ss3-7

4.5 Laying and jointing of box culverts

(1) Box culverts are laid on cast in-situ bases.

(2) The crown of the culvert may be bedded on a stiff cement mortar made of 3 parts of sand to onepart of portland cement.

(3) The transverse joints between the crowns are sealed with a waterproof self adhesive tape,

225mm wide such as “Denso 760” or equivalent.(4) Longitudinal joints between multi cell box culverts are formed by a gap between the crowns of

40mm in width, which is filled with an approved concrete mix of maximum aggregate size of10mm which is placed in appropriate layers.

(5) Recessed mortar joints are provided on the bottom of all box culverts as specified in section 2.5(Precast reinforced concrete box culverts) of this standard specification.



Standard specification No. 3 (Stormwater infrastructure) Part 5 Backfilling—5.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss3-8

Part 5 Backfill ing


(1) Backfill is not placed until the pipe drain or box culvert has been inspected and approved.

(2) All backfilling is spread in 250mm layers and compacted as specified in this section.(3) Trenches from a point 300mm above the crown of the pipe or box culvert and the spaces

behind concrete drainage structures are backfilled with material approved by the localgovernment from the excavations.

(4) Where the on site excavated material is not approved for use as backfill by the localgovernment, the backfill material is to be an imported selected gravel or decomposed or evenbroken rock free from vegetable matter and lumps of clay with a four day soaked Californiabearing ratio of not less than 15.

(5) The pipe bedding or box culvert bedding and the lower layers of backfill up to a point 300 mmabove the crown of the pipe or box culvert are carefully packed and rammed solidly in layers of150 mm, to 95 percent standard compaction as determined by AS 1289.1.1-2001and Amendment 1-2002 and Amendment 2-2008 Methods of testing soils for engineering purposes -

General requirements and list of methods.

(6) Where the use of ballast as bedding material is approved by the local government, compactionof the ballast is not required.

(7) The backfill on both sides of the pipe or culvert is placed concurrently and the level of therespective backfilling, after compaction, does not differ by more than 150 mm.

(8) The backfill material used for backfilling to a point 300 mm above the crown of the pipe orculvert consists of approved material from the excavations or other material approved by thelocal government.

5.2 Under proposed pavements

(1) The trench above the approved bedding and pipe surround to subgrade level is:(a) backfilled with approved material of minimum 4 day soaked California bearing ratio of 15

and compacted to 100 percent standard compaction as determined by AS 1289.1.1-2001and Amendment1-2002 and Amendment 2-2008 Methods of testing soils forengineering purposes - General requirements and list of methods; or

(b) backfilled with coarse sand compacted to a density index of 100 percent as determinedby AS 1289.1-2000 Methods of testing soils for engineering purposes - Generalrequirements and list of methods or ballast with no compaction.

5.3 Under existing pavements

(1) At least 150mm clear of the trench wall, the existing pavement is cut with a clean, straight line

prior to excavation and the trench is backfilled as follows:(a) with cement stabilised gravel so that:

(i) the trench above the approved bedding and pipe surround to subgrade level isbackfilled with the cement stabilised gravel which is thoroughly compacted;

(ii) the remainder is backfilled to within 50 mm of finished surface level with approvedpavement material and compacted to 100 percent modified compaction asdetermined by AS 1289.1.1-2001 and Amendment 1-2002 and Amendment 2-2008Methods of testing soils for engineering purposes - General requirements and listof methods within a tolerance of +5% or – 2%;

(iii) the top 50 mm of the trench is filled with asphaltic concrete between the clean lines150 mm clear of the trench wall; or

(b) with pavement material so that:

(i) the trench above the approved bedding and the pipe surround, to within 300 mm ofsubgrade level which is backfilled with material approved by the local government,with a minimum 4 day soaked California bearing ratio of 15, and compacted to 95



Standard specification No. 3 (Stormwater infrastructure) Part 5 Backfilling—5.4 Under footpathsLogan Planning Scheme QPP version 3.0 October 2013 Ss3-9

percent standard compaction as determined by AS 1289.1-2000 Methods of testingsoils for engineering purposes - General requirements and list of methods within atolerance of +5% or – 2%;

(ii) the top 300 mm thickness, immediately below the subgrade is compacted to 100percent standard compaction;

(iii) the remainder is filled to within 50 mm of finished surface level with pavementmaterial approved by the local government and compacted to 98 percent modified

compaction;(iv) the top 50 mm of the trench is filled with asphaltic concrete;

(v) the surface is restored to a condition at least equal to that of the original pavement.

5.4 Under footpaths

(1) The trench above the approved bedding, pipe surround or blanket course is filled with approvedmaterial from the excavations and compacted to 95 percent of the maximum dry density asdetermined by AS 1289.1.1-2001 and Amendment 1-2002 and Amendment 2-2008 Methods oftesting soils for engineering purposes - General requirements and list of methods .

5.5 Sand, sil t and debris in stormwater drainage pipeline

(1) All stormwater drainage pipes are cleared of sand, silt and debris before being accepted on-maintenance.

(2) If an outlet level is below the permanent water level allowance is to be made for bunding of theoutlet and pumping out of the drain line before accepted on-maintenance.

5.6 Disposal of surplus spoil

(1) At the completion of backfilling operations surplus spoil is removed from the site or is spreadand compacted, as specified, on the site where directed by the local government in order toimprove the area as much as possible.

(2) All spoil spread on the site is left in a neat, tidy and self draining condition with slopes of notflatter than 1 in 100 unless otherwise shown in the approved drawings.

(3) Any rock or other material surplus to the requirements of the work and which is unsuitable orundesired for disposal on site, as above, is removed from the site.

(4) Proposed spoil sites are approved by the local government before use.

(5) For spoil sites within the local government area, a spoil dumping indemnity signed by theproperty owner is provided.

(6) No spoil is dumped on any land within the local government area where the owner of such landhas not obtained in writing from the local government an approval for the filling of the land.



Standard specification No. 3 (Stormwater infrastructure) Part 6 Drainage structures—6.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss3-10

Part 6 Drainage structures


(1) A drainage structure includes all work and materials necessary for the construction of gullies,inlet pits and manholes, including excavation, concrete rendering and all necessary frames,

curves, gratings, precast units and surrounds, precast troughs, chambers, lintels and shafts forside entry gullies, as specified in the approved drawings and standard drawings.

6.2 Materials

(1) The following materials which are proprietary products and are supplied by a manufacturerapproved by the local government are used:

(a) precast concrete back-units for gullies and precast surrounds;

(b) precast concrete side inlet gullies and manholes;

(c) grates and frames which comply with AS 3996-2006 Metal access covers, road gratesand frames;

(d) mild steel components which comply with:

(i) AS/NZS 3678:2011 Structural steel - Hot-rolled plates, floorplates and slabs(incorporating Amdt 1:1999) ;

(ii) AS/NZS 3679.1:2010 Structural steel - Hot-rolled bars and sections (incorporating Amdt 1:1997 and Amdt 2:2000);

(iii) AS/NZS 3679.2:2010 Structural steel - Welded I sections (incorporating Amdt1:1998);

(iv) AS/NZS 4791:2005 - Hot-dip galvanised (zinc) coatings on ferrous open sections,applied by an in-line process.

(2) Cast iron components are fabricated from cast iron, grade T200, and comply with AS 1830-2007 Grey cast iron and AS 1831-2007 Ductile cast iron.

(3) All cast iron components are:(a) thoroughly cleaned of all rust and scale prior to coating;

(b) coated with hot bitumen or other system approved by the local government before leavingthe manufacturer.

(4) Epoxy mortar is a proprietary product from a manufacturer approved by the local government.

(5) The class of the concrete is N32 with the exception of precast units which is Class N50concrete.

6.3 Construction of drainage structures

(1) Where necessary, localised excavations are constructed to permit the installation of concrete

gullies, inlet pits and manholes.(2) Where in situ material at the bottom of excavations is other than rock, the material is compacted

to not less than 95 percent standard compaction as determined by AS 1289.1-2000 Methods oftesting soils for engineering purposes - General requirements and list of methods.

(3) Where the sides of excavations are in solid ground, the manhole shafts may be constructedwithout the use of backforms.

(4) Where concrete is placed without the use of backforms, the specified wall thicknesses isincreased by not less than 50mm.

(5) The walls of gullies and manholes are constructed so the thickness is nowhere less than theminimum shown on the plans nor greater than 300mm above the design thickness.

(6) Gullies are generally the side entry type and manholes are the flat top type of the dimensions

shown in the standard drawings.

(7) Concrete benching is provided to manholes, gullies and inlet pits and is shaped to the shapesspecified and has smooth, even surfaces and neat edges.



Standard specification No. 3 (Stormwater infrastructure) Part 6 Drainage structures—6.4 Stone pitchingLogan Planning Scheme QPP version 3.0 October 2013 Ss3-11

6.4 Stone pitching

(1) Stone pitching is composed of sound igneous, metamorphic or approved sedimentary rockwhich does not disintegrate in water.

(2) Pitchers:

(a) have an average superficial area of not less than 650cm2and a thickness of not less than

150 mm, unless heavier pitching is specified;(b) are properly bedded to even planes on approved loam or sand, wedged together with

stone chips and grouted with cement mortar to a depth of 65mm below the surface.

6.5 Hand packed rubble

(1) Hand packed rubble is used where specified and consists of sound igneous, metamorphic orapproved sedimentary rock which will not disintegrate in water.

(2) The stones are undressed and are not less than 0.015 to 0.02 cubic metres, except stones forwedging.

(3) Large stones are selected for the lower row and for the downstream face and are so interlockedand wedged that no single stone can be dislodged.

(4) Stones are laid with the side of greatest area perpendicular to the surface of the work andthoroughly wedged with stone chips.

(5) Hand packed rubble is either dry packed, dry packed with cement grouted face or solid groutedwith cement mortar as indicated on the approved drawings.

(6) Mortar for grouting is composed of one part cement to three parts sand.

(7) In the case of solid grouted hand packed rubble, stones are laid for their full depth in mortar andall interstices filled with mortar.

(8) In the case of grouted face, mortar is worked between the stones to a depth of at least 75mm.

(9) The joints are finished by being pointed in a workmanlike manner and stones thoroughlycleaned. After grouting, the mortar is kept moist and shaded for at least 48 hours.

6.6 Concrete surround

(1) If drains under pavements have less than 600mm clear cover (from top of pipe to finishedpavement level) they are to be surrounded with grade N10 concrete.



Standard specification No. 3 (Stormwater infrastructure) Part 7 Inter-allotment drainage system—7.1 Pipebedding and backfillLogan Planning Scheme QPP version 3.0 October 2013 Ss3-12

Part 7 Inter-allotment drainage system

7.1 Pipe bedding and backfil l

(1) Pipes are bedded:

(a) as shown in the approved drawings;(b) on clean sharp river sand or other approved bedding;

(c) with a minimum bed depth of 75mm.

7.2 Pipe materials

(1) Pipe materials used for inter-allotment drainage are:

(a) uPVC sewer pipe minimum class SN8; or

(b) uPVC drainage pipe PLASCOR or equivalent, of equivalent class to uPVC sewer classSN8; or

(c) RC pipe class 2 rubber ring jointed; or

(d) FRC pipe class 1 rubber ring jointed; or

(e) uPVC pipes, that may be either rubber ring jointed or solvent weld jointed.

(2) Standard manufacturer’s fittings are used with all the above pipes.

(3) Saddles are not used.

7.3 Inspection manholes

(1) Pre-cast systems are constructed by embedding the lower precast shaft section into a wetcast-in-situ concrete base.

(2) Cut outs for pipe penetrations are made using concrete saws or drills in such a manner as tominimise damage to the pre-cast units.

(3) Lids to cast-in-situ manholes are light duty, close fitting bolt down cast iron or galvanised steel,concrete infill type (Gatic Light Duty, polycrete broadsteel access covers or similar) ofapproximately the same internal dimensions as the manhole.

(4) Lids to FRC and RCP manholes are the manufacturer’s proprietary concrete or concrete infilltypes.

(5) Infill concrete is Grade N25.

(6) Lids match the finished surface ground slope and sit 25-50mm proud.

(7) Lids are marked “stormwater” impressed into the concrete infill.

7.4 Footpath crossing—outfall to kerb

(1) Where the discharge of an inter-allotment drainage system is into the kerb and channel:

(a) steel rectangular hollow sections separated by 25mm minimum spacers welded togetherand hot dip galvanised are used and are placed on compacted sand bedding;

(b) the opening is either formed at the time of kerb and channel construction or saw cut andreinstated neatly with mortar.



Standard specification No. 3 (Stormwater infrastructure) Part 8 Restoration—8.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss3-13

Part 8 Restoration


(1) All buildings, fences, gardens, walls, paved surfaces, paths and other structures, grass andtrees and other property are restored to a condition equivalent to that in which they were found

before the commencement of works.

(2) Initial cleaning up of the works is carried out as soon as backfilling is completed andrestorations are completed within 7 days.

8.2 Asphalt pavements

(1) Saw cuts are made across the road surface at least 150mm clear of the trench wall prior toexcavation.

(2) All trenches across either asphalt or bitumen road pavements are restored with asphalt to astandard of finish existing before the work was commenced.

(3) The surface of the restored gravel pavement between the saw cuts is:

(a) dried;

(b) given a thorough brooming;

(c) uniformly covered with a fine sprayed coating of bitumen emulsion;

(d) covered with a minimum 50mm layer of asphalt so as to join smoothly to the existingpavement.

(4) The restored surface does not pond water and the variation from a string line stretched acrossthe trench does not exceed 5mm.

8.3 Kerb and channel

(1) Every care is taken to protect the kerb and channel from damage during the construction of the

main kerb and channel is protected from damage.

(2) When crossing the kerb and channel to lay the pressure main, the water supply infrastructure isburrowed under the kerb and channel.

8.4 Concrete pavements

(1) Prior to excavation across concrete pavements, saw cuts are made for the full width of theconcrete at least 150mm clear of the trench walls.

(2) The depth of the reinstated concrete is not less than the depth of concrete section removed andis not less than 100mm and the concrete is Grade N20.

(3) The surface finish of the reinstated section matches the adjoining sections with a neat, even

joint.

8.5 Grassed areas

(1) In grassed areas, the top 75mm to 80mm of backfilling is carried out with topsoil material whichis free of stones and noxious weeds and is at least equivalent to the existing topsoil in the areabeing restored.

(2) The grassed area is returfed with turf that has been stripped and stockpiled from the site.

8.6 Connection to water supply infrastructure

(1) All connections to the existing water supply infrastructure are carried out by the localgovernment.

(2) All necessary fittings and joints are prepared ready for insertion in the line.



Standard specification No. 3 (Stormwater infrastructure) Part 9 Contractual provisions—9.1 Excavation in rockLogan Planning Scheme QPP version 3.0 October 2013 Ss3-14


9.1 Excavation in rock

(1) The actual quantity of rock excavated is to be measured and calculated by the Superintendentfrom the width of the trench as shown on approved drawings and depths of rock measured

along the trench.

9.2 Drainage of bedding material

(1) Payment for drainage of bedding material is deemed to be included in the Contract Sum forconstruction of stormwater drainage including pipe jointing.



Standard specification No. 4 (Water supply infrastructure)2014

Table of contents

PART 1 INTRODUCTION............................................................................................................ 1

1.1 Title................................................................................................................................ 1




PART 2 MATERIALS .................................................................................................................. 2

2.1 Quality assurance ........................................................................................................ 2

2.2 PVC pressure pipes ..................................................................................................... 2

2.3 Ducti le iron pipes ......................................................................................................... 2

2.4 Ductile iron fittings ...................................................................................................... 2

2.5 Steel pipe ...................................................................................................................... 2

2.6

Steel flanged pipe ........................................................................................................ 3

2.7 Steel fittings.................................................................................................................. 3

2.8 Polyethylene sleeving ................................................................................................. 3

2.9 PVC non-pressure pipes ............................................................................................. 3

2.10 GRP pressure pipes..................................................................................................... 3

2.11 Gibault joints ................................................................................................................ 3

2.12 Flanges.......................................................................................................................... 4

2.13 Jointing bolts................................................................................................................ 4

2.14 Sluice valves................................................................................................................. 4

2.15 Ball valves..................................................................................................................... 5

2.16 Non-return valves ........................................................................................................ 5

2.17 Hydrant valves.............................................................................................................. 5

2.18 Ai r valves ...................................................................................................................... 5

2.19

Water service conduits................................................................................................ 5


2.21 Concrete........................................................................................................................ 6

2.22 Fil l and backf il l ............................................................................................................. 6

2.23 Cement s tabi lised bedding and surround................................................................. 6

2.24 Geotextile...................................................................................................................... 6

PART 3 CONSTRUCTION.......................................................................................................... 7

3.1 Accreditat ion of p ipe layers ........................................................................................ 7

3.2 Storage of materials .................................................................................................... 7

3.3 Clearing, grubbing and mulching............................................................................... 7

3.4 Al ignment and levels of a water reticu lat ion main ................................................... 7

PART 4

EXCAVATION................................................................................................................ 8

4.1

Thrust boring................................................................................................................ 8

4.2 Excavation .................................................................................................................... 8


PART 5 LAYING AND JOINTING OF PIPES........................................................................... 10


5.2 Joint ing of ducti le iron bends and fit tings .............................................................. 10

5.3 Concrete thrust blocks .............................................................................................. 10

PART 6 BACKFILLING............................................................................................................. 11


6.2 Trenches under a footpath........................................................................................ 11

6.3 Trenches under an existing pavement .................................................................... 11

6.4

Trenches under a proposed pavement .................................................................... 12

PART 7 VALVES AND HYDRANTS......................................................................................... 13

Standard specification No. 4 (Water supply infrastructure)Logan Planning Scheme QPP version 3.0 October 2013 Pi



Standard specification No. 4 (Water supply infrastructure)Logan Planning Scheme QPP version 3.0 October 2013 Pii

7.1 Valve boxes ................................................................................................................ 13

7.2 Ai r valve chambers .................................................................................................... 13

7.3 Sluice valve chambers .............................................................................................. 13

7.4 Scour valves ............................................................................................................... 13

7.5 Hydrants...................................................................................................................... 13

7.6 Painting of a hydrant lid ............................................................................................ 13

7.7

Installat ion of a marker post ..................................................................................... 13 7.8 Installat ion of reflective and pavement markers .................................................... 14

7.9 Grouted stone pitching ............................................................................................. 15




8.3 Kerb and channel ....................................................................................................... 16


8.5 Grassed areas ............................................................................................................ 16

8.6 Connection to water supply inf rastruc ture ............................................................. 16

PART 9 INSPECTION AND TESTING...................................................................................... 17

9.1 Hydraulic pressure test ing ........................................................................................ 17

9.2

Flushing and dis infect ion ......................................................................................... 17 9.3 Connection to existing live mains............................................................................ 18


10.1 Inspection and test ing ............................................................................................... 19



Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard specification No. 4 (Water supply

infrastructure) 2014.





(b) of which the local government is not a principal as a result of a development approval

granted by the local government.1.3 Application of the standard specification

(1) This standard specification applies to work being engineering work involving water supply.











Standard specification No. 4 (Water supply infrastructure) Part 1 Introduction—1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss4-1



Part 2 Materials

2.1 Quality assurance

(1) Materials used in water supply infrastructure are supplied from a formally accredited company in

accordance with AS/NZS ISO 9001:2000 Quality management systems - Requirements.

2.2 PVC pressure pipes

(1) A uPVC pressure pipe is spigot and socket rubber ring jointed Class 16 that complies with thetests and requirements of AS/NZS 1477:1999 PVC pipes and fittings for pressure applications(incorporating Amdt 1:2003), the dimensions of which comply with Series 2 pipes.

(2) A OPVC pipe is spigot and socket rubber ring jointed Class 16 which complies with therequirements of AS 4441(Int)-2003 Oriented PVC (PVC-O) pipes for pressure applications(incorporating Amdt 1-2004), the dimensions of which comply with Series 2 pipes as defined in AS/NZS 1477:1999 PVC pipes and fittings for pressure applications (incorporating Amdt1:2003).

2.3 Ductile iron pipes

(1) A ductile iron pipe is:

(a) rubber ring jointed Class K9 or flanged Class K 12 that complies with the requirementsand tests of AS/NZS 2280:2004 Ductile iron pipes and fittings;

(b) cement lined internally with cement mortar lining in accordance with Table A1 of AS/NZS2280:2004 Ductile iron pipes and fittings and is coated externally with 2 coats ofbituminous compound in accordance with Clause 2.4.2 of AS/NZS 2280:2004 Ductile ironpipes and fittings;

(c) supplied with polyethylene sleeving.

2.4 Ductile iron fittings

(1) All pipe fittings (including fittings used on PVC pressure pipes) are ductile iron in accor dancewith the requirements and tests of AS/NZS 2280:2004 Ductile iron pipes and fittings.

(2) Socketed fittings are suitable for connection to the spigot end of a ductile iron pipe.

(3) Fittings are coated both internally and externally with fusion bonded powder.

(4) Ductile iron fittings are supplied with polyethylene sleeving.

2.5 Steel pipe

(1) A steel pipe:

(a) complies with AS 1579-2001 Arc-welded steel pipes and fittings for water and waste-water;

(b) has a minimum wall thickness of 5mm;

(c) is cement lined in accordance with AS 1281-2001 Cement mortar lining of steel pipes andfittings;

(d) is coated with a fusion bonded medium density polyethylene (FBMDPE) coating inaccordance with AS 4321-2001 Fusion-bonded medium-density polyethylene coating andlining for pipes and fittings;

(e) is either welded slip-in, welded butt, welded ball and socket, welded collar, flanged orelastomeric ring as specified;

(f) is required to have cathodic protection on an elastomeric ring jointed pipeline, which isprovided with cable attachment lugs on all pipe ends approximately 125mm from the endof the coating.

Standard specification No. 4 (Water supply infrastructure) Part 2 Materials—2.1 Quality assuranceLogan Planning Scheme QPP version 3.0 October 2013 Ss4-2



2.6 Steel flanged pipe

(1) Steel flanged pipework is manufactured in accordance with AS 1579-2001 Arc-welded steelpipes and fittings for water and waste-water pipe and fitted with plate flanges in accordance with AS 4087-2004 Metallic flanges for waterworks purposes (incorporating Amdt 1-2005).

2.7 Steel fit tings(1) A steel fitting:

(a) complies with AS 1579-2001 Arc-welded steel pipes and fittings for water and waste-water to a rated pressure of 1.4 MPa;

(b) is manufactured from sections of pipe which have been cement lined in accordance with AS 1281-2001 Cement mortar lining of steel pipes and fittings;

(c) is coated with Fusion-bonded medium-density polyethylene (FBMDPE) in accordancewith AS 4321-2001 Fusion-bonded medium-density polyethylene coating and lining forpipes and fittings;

(d) has square plain ends for collar jointing;

(e) complies with the suggested configurations and dimensions shown in Appendix G of AS1579-2001 Arc-welded steel pipes and fittings for water and waste-water.

(2) Steel fittings such as wyes, tees and angle branches are reinforced in accordance with theprovisions of the American Water Works Association Manual M11.

(3) At all welds the FBMDPE coating is cut back to a neat edge 50mm clear of the weld.

(4) All completed welding with:

(a) an exposed surface is coated with a spray application of a fusion bonded or FBMDPEcoating material;

(b) a gap in the cement mortar lining is packed with cement mortar.

(5) All welding is to be inspected by the local government.

2.8 Polyethylene sleeving

(1) Loose polyethylene sleeving complying with AS 3680-1989 Polyethylene sleeving for ductileiron pipelines is fitted to all buried ductile iron and cast iron pipes and fittings.

(2) The polyethylene sleeving is installed in accordance with AS 3681-1989 Guidelines for theapplication of polyethylene sleeving to ductile iron pipelines and fittings.

2.9 PVC non-pressure pipes

(1) A uPVC non-pressure pipe is spigot and socket rubber ring jointed Class SN8 and complieswith AS/NZS 1260:2002 PVC-U pipes and fittings for drain, waste and vent application.

2.10 GRP pressure pipes

(1) A Glass Reinforced Plastic (GRP) pipe:

(a) complies with AS 3571-1989 Glass filament reinforced thermosetting plastics (GRP)pipes - Polyester based - Water supply, sewerage and drainage applications;

(b) is of the Nominal Pressure Class 12.5 (PN), Stiffness 10,000 (SN) (ISO) and is rubberring jointed and is supplied with a GRP coupling.

2.11 Gibault joints

(1) A gibault joint is suitable for connection to plain ended cast iron or ductile iron fittings.

Standard specification No. 4 (Water supply infrastructure) Part 2 Materials—2.6 Steel flanged pipeLogan Planning Scheme QPP version 3.0 October 2013 Ss4-3



(2) A gibault joint for connection of ductile iron plain ended fittings into existing AC mains is suitablefor connection to the cut unturned barrel of pipes.

(3) All gibault joints are the long type with Grade 316 stainless steel bolts.

2.12 Flanges

(1) Where pipes, valves or fittings are scheduled as having a flanged end, the flanged end complieswith the requirements and tests of AS 4087-2004 Metallic flanges for waterworks purposes(incorporating Amdt 1-2005).

(2) The dimensions of a flanged end comply with Sections 4.2 and 6 of AS 2129-2000 Flanges forpipes, valves and fittings.

(3) Insertion gaskets are 3mm rubber with fabric reinforcement.

2.13 Jointing bolts

(1) Stainless steel bolts and nuts, other than bolts which form an integral part of an article, complywith the metric standards contained in AS 1111.1-2000 ISO metric hexagon bolts and screws-Product grade C - Bolts.

(2) Bolt lengths are equal to the sum of the thickness of the flanges, gasket, nut and washer,rounded up to the nearest standard size.

(3) Bolts exhibit a clean cut thread with no burrs or torn peaks on the threads and nuts turn freelyon the threads without binding.

2.14 Sluice valves

(1) A sluice valve:

(a) complies with the requirements of AS 2638.1-2002 Gate valves for waterworks purposes- Metal seated;

(b) has anti-clockwise spindles for closing which are:

(c) tested by the “closed end” method;

(d) turned out of high tensile brass or stainless steel;

(e) has nuts and bolts which are of Grade 316 stainless steel;

(f) has fasteners which are:

(i) of stainless steel; or

(ii) of high grade steel which are to be isolated from the external environment.

(2) A sluice valve with a nominal diameter equal to or less than 300mm:

(a) is Class 16, unless specified otherwise;

(b) is resilient seated with a double “O” ring stem seal;

(c) has wedges which are fully encapsulated in an approved synthetic rubber in accordancewith AS 1646.1-2000 Elastomeric seals for waterworks purposes - General requirements;

(d) has end configurations which are:

(i) either flanged; or

(ii) double socket where the socket incorporates an elastomeric sealing ring.

(3) A sluice valve with a nominal diameter greater than 300mm:


(b) is metal seated with a double “O” ring stem seal;

(c) has end configurations which are flanged.

Standard specification No. 4 (Water supply infrastructure) Part 2 Materials—2.12 FlangesLogan Planning Scheme QPP version 3.0 October 2013 Ss4-4



2.15 Ball valves

(1) A ball valve is:

(a) brass bodied, full bore with British Standard Pipe (BSP) screwed ends suitable foroperation with water at a working pressure of 1200 kPa;

(b) made of chromium plated brass with Polytetrafluoroethylene (PTFE) seats and seals.2.16 Non-return valves

(1) A non-return valve:

(a) complies with the tests and requirements of AS 3578-1993 Cast iron non-return valves forgeneral purposes;

(b) is of full bore, swing action straight pattern Class 14 with extended arm counterweights;

(c) is coated both internally and externally with fusion-bonded epoxy powder.

2.17 Hydrant valves

(1) A hydrant valve complies with the tests and requirements of AS 3952-2002 Water supply -Spring hydrant valve for waterworks purposes.

(2) A hydrant is coated both internally and externally with fusion-bonded powder.

(3) A hydrant flange is drilled in accordance with Table “C” of AS 2129-2000 Flanges for pipes,valves and fittings.

2.18 Air valves

(1) An air valve is of the cast iron double orifice kinetic type suitable for a maximum workingpressure of 1400 kPa and has an integral isolating mechanism such that internal inspection maybe carried out without having to exhaust the main.

(2) An air valve is coated internally and externally with fusion-bonded powder.(3) Polyethylene sleeving is coloured “lay flat” tubing of 0.2mm thickness which complies with AS

3680-1989 Polyethylene sleeving for ductile iron pipelines.

2.19 Water service conduits

(1) A water service conduit:

(a) is a minimum of 100 mm in diameter;

(b) is one of the following:

(i) elastomeric ring jointed RCP minimum Class 1 in accordance with AS 1646.1-2000Elastomeric seals for waterworks purposes - General requirements; or

(ii) uPVC minimum Class 12; or(iii) fibre reinforced cement pipe minimum Class 1.


(1) Bedding and surround material is a clean sand nominally of 2mm which complies with thegrading requirements in Table 2.20.1—Grading of bedding material of this standardspecification.

(2) Sand is either washed or sourced from a non-marine environment to minimise the salinity of thematerial.

(3) Material passing the 1.18 um sieve has a minimum linear shrinkage of 3 percent and amaximum loss under the miniature abrasion test of 20 percent.

(4) Material supplied to the premises is free of any foreign matter.

Standard specification No. 4 (Water supply infrastructure) Part 2 Materials—2.15 Ball valvesLogan Planning Scheme QPP version 3.0 October 2013 Ss4-5



(5) Samples of the proposed bedding and surround materials are to be approved by the localgovernment.

Table 2.20.1—Grading of bedding material

Column 1

Sieve size

Column 2

Percentage by weight Passing AS

Sieve9.50 mm 100

4.5 mm 95-100

2.36 mm 80-90

1.18 mm 15-25

600.00 um 10-20

300.00 um 5-10

150.00 um 0-5

2.21 Concrete

(1) Concrete used in water reticulation work is of Grade N25 unless otherwise specified in theapproved drawings.

2.22 Fill and backfi ll

(1) Any material used for fill or backfill:

(a) has a soaked California bearing ratio value of not less than 15 percent;

(b) is compacted, to, in the case of material:

(i) under a pavement 100 percent of the maximum dry density as determined by Test5.1.1 of AS 1289.0-2000 Methods of testing soils for engineering purposes -

General requirements and list of methods, standard compaction;(ii) under a footpath, park and lot 95 percent of the maximum dry density as

determined by Test 5.1.1 of AS 1289.0-2000 Methods of testing soils forengineering purposes - General requirements and list of methods, standardcompaction.

2.23 Cement stabilised bedding and surround

(1) Cement stabilised bedding and surround:

(a) is used where specified in the approved drawings;

(b) consists of a mixture of 1 part of cement to 16 parts of sand thoroughly mixed with waterto a damp earth consistency and placed and compacted to 150mm above the top of the

pipe.

2.24 Geotextile

(1) Geotextile used in construction:

(a) is of Type Bidim A24 or equivalent;

(b) has a nominal weight of 180g/m2;

(c) has a trapezoidal tear strength of 330N;

(d) has a California bearing ratio puncture resistance of 2390N.

(2) The minimum lap of adjoining sheets is 300mm.

(3) Geotextile is installed in accordance with the manufacturer’s recommendations.

Standard specification No. 4 (Water supply infrastructure) Part 2 Materials—2.21 ConcreteLogan Planning Scheme QPP version 3.0 October 2013 Ss4-6



Part 3 Construction

3.1 Accreditation of pipe layers

(1) Where the pipe manufacturer has a formal quality assurance program in place for the laying of

its pipes and associated materials, the contractor is to ensure that at least one person who hasbeen accredited to that program is present at the site during all pipe laying activities.

3.2 Storage of materials

(1) All material is handled and stored in a manner which will prevent damage, deterioration orintrusion of foreign matter.

(2) Cement is stored so as to be ventilated and free from moisture and steel is not stored on theground.

(3) All steps necessary are taken to ensure that existing lawns on footpaths or private property arenot damaged by the placement of excavated material and the storage of construction materialsor plant thereon.

(4) Construction materials or excavation materials are not dumped in such manner or places as tounduly hinder the free flow of traffic along any roadway.

3.3 Clearing, grubbing and mulching

(1) Trees, scrub, stumps and roots within 1.5m of the trench centreline, which are likely to damageand obstruct the work, are removed and only the minimum width of swathe necessary for theconstruction of the main is cleared.

3.4 Alignment and levels of a water reticulation main

(1) A water main is constructed to the alignment and invert levels shown on the approved drawings.

(2) Unless otherwise specified, a water reticulation main is constructed:

(a) with a minimum cover of:

(i) 600mm in other than the pavement of a road;

(ii) 750mm in the pavement of a road;

(b) with a maximum cover of 1000mm.

(3) The maximum deviation from levels nominated in the approved drawings is 50mm.

(4) A water main is laid in a verge entirely within the water reticulation main corridor boundaries asspecified in the standard drawings.

(5) Alignment and levels of a water trunk main

(6) A water trunk main is constructed to the alignment and invert levels shown on the approveddrawings.


Standard specification No. 4 (Water supply infrastructure) Part 3 Construction—3.1 Accreditation of pipe layersLogan Planning Scheme QPP version 3.0 October 2013 Ss4-7



Part 4 Excavation

4.1 Thrust boring

(1) The installation of conduits by thrust boring is carried out without disturbance to the existing

surface.

(2) All boring, jacking and pressure grouting work is performed by specialist personnel who areexperienced with the equipment and methods used.

(3) The sides of the pit are shored.

(4) The conduit is thrust into the hole simultaneously as boring advances and is withdrawn after thecompletion of boring and jacking work.

(5) The ground is not excavated more than 600mm ahead of the conduit and the jacks are capableof advancing the conduit up to the face of the excavation at any time.

(6) The boring and jacking operation is continuous from each starting pit to the receiving pit whichmeans full stand-by capacity for the plant and equipment to ensure such continuous operationmay be required.

(7) Any shield or cutting edge used to protect the leading edge of the conduit for the purpose of jacking does not exceed the outer diameter of the conduit by more than 14mm.

(8) The pipe is not damaged during its insertion into the conduit.

(9) The annular void between the conduit and the main is pressure grouted using an approvedPortland cement based grout so that:

(a) the manufacturer’s recommended allowable external pressure for the type of pipe used isnot exceeded;

(b) excessive deflection, distortion or damage of the pipe is prevented during or as a result ofpressure grouting.

(10) The boring and receiving pits are backfilled with material which is:

(a) excavated from the thrust boring if the material is free from rocks larger than 150mm isdiameter and lumps which may prevent adequate compaction;

(b) compacted to 95 percent maximum dry density as determined by Test 5.1.1 of AS1289.0-2000 Methods of testing soils for engineering purposes - General requirementsand list of methods, standard compaction.

4.2 Excavation



(3) All excavated material which is not used on the site as backfill is removed from the site.


(5) Excavation is made to the lines, grids and form shown in the approved drawings.

(6) Where excavation is carried out in asphaltic concrete sealed pavements, the asphaltic concreteat the limits of the excavation is cut prior to excavation with saws or other approved tools tonear straight lines to facilitate restoration of the pavement as close as possible to its originalstate.

(7) Where excavation is carried out through grassed areas, turf is taken up and stockpiled for laterrelaying of the turf within the disturbed area.

Standard specification No. 4 (Water supply infrastructure) Part 4 Excavation—4.1 Thrust boringLogan Planning Scheme QPP version 3.0 October 2013 Ss4-8



(8) All trenches are generally vertically sided, however open-cut trenches in which the sides abovea level of 300mm over the top of the pipe are battered from the vertical may only be provided ifthe trenches are shallow and clear of structures and improvements.


(10) Trenches are not excavated wider than the trench width shown on the approved drawings.

(11) All excavations are made in a careful manner to ensure they are rendered secure and safe bysheeting or other means.


(13) Excavation is shored up by props and intermittent, partial or complete planking in accordancewith the Workplace Health and Safety Act 1995.


(1) A pipe is embedded and surrounded in accordance with the detail shown on the approveddrawings.

(2) Bedding and surround material is compacted in 150mm layers to 95 percent maximum dry

density as determined by Test 5.1.1 of AS 1289.0-2000 Methods of testing soils for engineeringpurposes - General requirements and list of methods.

(3) Where the excavation encounters ground water or other poor conditions the depth of thebedding and surround material is increased to provide adequate support for the pipe.

(4) The bedding and surround material is wrapped with geotextile in accordance with the approveddrawings.

(5) Concrete surround is provided where shown in the approved drawings and provides a minimumcover of 100 mm around the pipe or fitting for the full trench width.

Standard specification No. 4 (Water supply infrastructure) Part 4 Excavation—4.3 Bedding and surroundLogan Planning Scheme QPP version 3.0 October 2013 Ss4-9



Part 5 Laying and jointing of pipes


(1) All pipelines are constructed of pipes of such sizes and laid to such levels and grade as

specified in the approved drawings.

(2) All pipes used are matched so that, when jointed, the pipes form a true, even line and each pipeis laid so as to form a close joint with the adjoining pipe to bring the inverts continuously to therequired line and grade.

(3) Pipes are laid so that the inverts are continuous and true to line and grade with no part of thepipeline more than 50mm from its true position with respect to line and grade.

(4) Spigots and sockets are cleaned and the interior of a pipe is free from obstructions.

(5) Water is not allowed to lie in the trench while the pipes are being laid and the trench is kept freefrom all water until after the completed pipeline has been inspected and backfilling commenced.

(6) Pegs, wedges, chairs and other devices are not used to bring pipes and fittings to level.

(7) When jointing pipes with rubber ring joints:(a) the pipes are cleaned before jointing;

(b) care is taken to ensure that the rubber ring is maintained in a plane at right angles to theaxis of the pipe;

(c) each pipe is jointed as recommended by the manufacturer;

(d) each joint is checked with a feeler gauge to see that the ring is in place.

(8) Pipes are cleaned of all sand, silt and debris.

(9) All ductile iron pipes and fittings (valves, bends) are laid using supplied polyethylene sleeving.Suitable approved grease-proof wrapping tape shall be used to wrap pipes and fittings that maybe subject to attack from aggressive agents within the bedding and backfill material (e.g. sulfatesoils).

5.2 Jointing of ductile iron bends and fittings

(1) Pipes are cut to length at bends and fittings and the cut ends bevelled to provide a new spigot joint for jointing to the bend or fitting and the other section of the cut pipe is bevelled and fittedto the other side of the bend or fitting.

(2) Where multiple bends or fittings with socket ends are required, connections are made using aspigot-spigot connector cut from a pipe and the ends bevelled.

5.3 Concrete thrust blocks

(1) At all bends, tees or dead ends, pressure mains are horizontally supported by concrete thrust

blocks to the minimum dimensions shown on the approved drawings.

(2) The concrete thrust blocks bear against an undisturbed side of the excavated trench.

(3) Concrete thrust blocks are inspected at the time of hydraulic testing in order to ascertain anymovement and if movement occurs, the size of the thrust anchor block is increased.

Standard specification No. 4 (Water supply infrastructure) Part 5 Laying and jointing of pipes—5.1 GeneralstandardsLogan Planning Scheme QPP version 3.0 October 2013 Ss4-10



Part 6 Backfill ing


(1) Backfilling material consists of all material used in a trench above the bedding and surround

material.

(2) As soon as practicable after inspection and approval of the bedding and surround, theremainder of the trench is backfilled.

(3) The backfilling is placed by approved methods which ensure the required compaction withoutdamage to the pipes.

(4) The fill is thoroughly compacted on each side and under the pipe in layers not exceeding150mm in thickness.

6.2 Trenches under a footpath

(1) A trench under a footpath is:

(a) cut above the approved bedding, pipe surround or blanket course;

(b) filled with approved material from the excavations and compacted to 95 percent of themaximum dry density as determined by AS 1289.0-2000 Methods of testing soils forengineering purposes - General requirements and list of methods.

6.3 Trenches under an existing pavement

(1) A trench in an existing pavement is:

(a) cut at least 150mm clear of the trench wall with a clean straight line prior to excavation;

(b) backfilled with:

(i) cement stabilised gravel so that:

(A) the trench above the approved bedding and pipe surround to subgrade levelis backfilled with the cement stabilised gravel which is thoroughlycompacted;

(B) the remainder is backfilled to within 50mm of finished surface level withapproved pavement material and compacted to 100 percent modifiedcompaction as determined by AS 1289.0-2000 Methods of testing soils forengineering purposes - General requirements and list of methods within atolerance of +5% or -2%;

(C) the top 50mm of the trench is filled with asphaltic concrete between theclean lines 150mm clear of the trench wall; or

(ii) pavement material so that:

(A) the trench above the approved bedding and the pipe surround to within300mm of subgrade level is backfilled with material approved by the localgovernment, with a minimum 4 day soaked California Bearing Ratio (CBR) of15, and compacted to 95 percent standard compaction as determined by AS1289.0-2000 Methods of testing soils for engineering purposes - Generalrequirements and list of methods within a tolerance of +5% or -2%;

(B) the top 300mm thickness, immediately below the subgrade is compacted to100 percent standard compaction;

(C) the remainder is filled to within 50mm of finished surface level with pavementmaterial approved by the local government and compacted to 98 percentmodified compaction;

(D) the top 50mm of the trench is filled with asphaltic concrete;

(E) the surface is restored to a condition at least equal to that of the originalpavement.

Standard specification No. 4 (Water supply infrastructure) Part 6 Backfilling—6.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss4-11



6.4 Trenches under a proposed pavement

(1) A trench in a proposed pavement is:

(a) cut above the approved bedding and pipe surround to subgrade level;


(i) approved material of minimum 4 day soaked CBR of 15 and compacted to 100percent standard compaction as determined by AS 1289.0-2000 Methods of testingsoils for engineering purposes - General requirements and list of methods; or

(ii) coarse sand compacted to a density index of 100 percent as determined by AS1289.0-2000 Methods of testing soils for engineering purposes - Generalrequirements and list of methods or ballast with no compaction.

Standard specification No. 4 (Water supply infrastructure) Part 6 Backfilling—6.4 Trenches under a proposedpavementLogan Planning Scheme QPP version 3.0 October 2013 Ss4-12



Part 7 Valves and hydrants

7.1 Valve boxes

(1) Valves, pipe specials and fittings are fixed and valve boxes are constructed in the positions

shown in the approved drawings.

(2) Reinforced concrete covers to valve boxes are constructed as shown on the approved drawingscomplete with lifting holes and access covers and frames.

7.2 Air valve chambers

(1) Valves are fixed and air valve chambers are constructed in the positions shown in the approveddrawings.

(2) The location of air valve chambers is adjusted to avoid unnecessary cutting of pipes.

7.3 Sluice valve chambers

(1) Valves and fittings are fixed and valve chambers are constructed as shown in the approveddrawings.

(2) The valve chamber is constructed from clay bricks or concrete with a cast iron surface box anda pre-cast concrete surround.

(3) The pipe surround depth is increased locally around the valve chamber to provide support to thevalve chamber.

7.4 Scour valves

(1) A scour valve is:

(a) provided at the low point of a water main or as shown in the approved drawings;

(b) constructed with cement grouted stone pitched outlets.

7.5 Hydrants

(1) A hydrant is:

(a) a swash hydrant;

(b) installed with the two uppermost bolts aligned with the water main;

(c) installed complete with a surface box and surrounds as specified in the SEQ Design andConstruction Code and WSAA drawings;

(d) located opposite the side boundary of a property at a maximum interval of 80 metres.

7.6 Paint ing of a hydrant lid

(1) A hydrant and a valve cover is only to be painted with “Wattyl Roadmarking” lead free paint orother similar product.

(2) A hydrant box cover lid is painted golden yellow.

(3) A valve box cover lid is painted white.

(4) A valve box and a hydrant are not painted.

7.7 Installation of a marker post

(1) A “Dura-post” (or other similar product) hydrant and a valve marker post and accessories such

as a post cap is used.(2) A marker post is to be:

Standard specification No. 4 (Water supply infrastructure) Part 7 Valves and hydrants—7.1 Valve boxesLogan Planning Scheme QPP version 3.0 October 2013 Ss4-13



(a) installed on the property boundary line where possible;

(b) driven down by a “Dura-post” (or other similar product) post-driving tool such that theindicator hole in the post is partially visible;

(c) driven a minimum of 375 mm into the ground;

(d) capped with the appropriate plastic “Dura-post” (or other similar product) cap.

(3) An existing marker post is:(a) replaced with a new “Dura-post” (or other similar product) hydrant or valve marker post

unless the existing marker post is a “Dura-post” (or other similar product);

(b) entirely removed, with no detached portions left below ground.

(4) A hydrant post:

(a) is yellow in colour, with a black H installed at the relevant location;

(b) has a sticker installed in such a way as to indicate the distance from the post to ahydrant.

(5) A sluice valve post:

(a) is blue with a white V installed at the relevant location;

(b) has a sticker installed in such a way as to indicate both the distance to the valve and thevalve diameter.

(6) A hydrant and a valve post is marked with a relevant sticker with each number or letter of thesticker to be 20-25mm in height.

(7) A marker post is installed on a valve which is 100mm, 150mm, 200mm and 225mm in diameter.

(8) A sticker is applied in a neat, precise manner vertically down the post.

(9) A sticker indicating:

(a) the distance in metres to a hydrant is placed centrally 50mm beneath the “H” marker onthe marker post;

(b) the distance in metres to a valve is placed centrally 50mm beneath the “V” on the marker

post;

(c) the diameter in millimetres of a valve is placed on a valve post centrally 50mm below thesticker showing the distance of the marker post to the valve.

7.8 Installation of reflective and pavement markers

(1) A glass faced, blue and yellow raised reflective or a pavement marker is installed with anadhesive marker pad in accordance with the manufacturer’s recommendations.

(2) A marker is installed using bitumen pads for each hydrant and valve.

(3) The blue colour reflective road and pavement marker is used for a fire hydrant and a yellowcoloured reflective marker is used for a valve.

(4) The surface of the pavement is to be thoroughly cleaned of dust, dirt and extraneous matterwith a wire brush prior to installation of the marker.

(5) The marker is installed by:

(a) heating the marker pad with a gas flame;

(b) aligning the marker square to the road centre-line in the required direction such that thearrow indicated on the marker is to be pointing in the correct direction;

(c) applying sufficient force to the marker to force adhesive around the edge of the marker toensure full surface bonding is achieved between the marker and pavement surface.

(6) A reflective pavement marker is located directly opposite a hydrant and valve which is:

(a) on the road centre-line where the road has a single lane or two lanes with no line

marking;

Standard specification No. 4 (Water supply infrastructure) Part 7 Valves and hydrants—7.8 Installation of reflectiveand pavement markersLogan Planning Scheme QPP version 3.0 October 2013 Ss4-14



(b) 25mm to 50mm off the line marking towards the hydrant where the road has two laneswhich are line marked;

(c) 25mm to 50mm off the median kerb towards the hydrant where the road has two laneswith a centre median;

(d) 25mm to 50mm off the lane marking towards the hydrant where the road has more thantwo lanes.

7.9 Grouted stone pitching

(1) All stone pitching is of sound durable rock not less than 150mm thick, properly bedded to auniform surface on approved loam or sand so that the exposed surface to each stone isapproximately flat and of areas not less than 0.03m

2.

(2) The stone pitching is set in mortar which:

(a) consists of 3 parts of clean fine aggregate to 1 part of cement by volume;

(b) is thoroughly rammed to the full depth of the stones.

Standard specification No. 4 (Water supply infrastructure) Part 7 Valves and hydrants—7.9 Grouted stone pitchingLogan Planning Scheme QPP version 3.0 October 2013 Ss4-15



Part 8 Restoration


(1) All buildings, fences, gardens, walls, paved surfaces, paths and other structures, grass, trees

and other property are restored to a condition equivalent to that in which they were found beforethe commencement of works.

(2) Initial cleaning up of the works is carried out as soon as backfilling is completed and restorationis completed within seven days.


(1) Sawcuts are made across the road surface at least 150mm clear of the trench wall prior toexcavation.

(2) All trenches across either asphalt or bitumen road pavements are restored with asphalt to astandard of finish existing before the work was commenced.

(3) The surface of the restored gravel pavement between the saw cuts is:(a) dried;

(b) given a thorough brooming;

(c) uniformly covered with a fine sprayed coating of bitumen emulsion;

(d) covered with a minimum 50mm layer of asphalt so as to join smoothly to the existingpavement.



(1) The kerb and channel is protected from damage.

(2) When crossing the kerb and channel to lay the pressure main, the water supply infrastructure isburrowed under the kerb and channel.




(3) The surface finish of the reinstated section matches the adjoining sections with a neat, even joint.

8.5 Grassed areas

(1) In grassed areas, the top 80 mm of backfilling is carried out with topsoil material which is free ofstones and noxious weeds and is at least equivalent to the existing topsoil in the area beingrestored.

(2) The grassed area is returfed with turf that has been stripped and stockpiled from the site.

8.6 Connection to water supply infrastructure

(1) All connections to the existing water supply infrastructure are carried out by the localgovernment.

(2) All necessary fittings and joints are prepared ready for insertion in the line.

Standard specification No. 4 (Water supply infrastructure) Part 8 Restoration—8.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss4-16



Part 9 Inspection and testing

9.1 Hydraulic pressure testing

(1) If water is abstracted from the water supply system for the purposes of flushing and disinfection,

the water abstracted is to be metered with a metered hydrant standpipe obtained from the localgovernment at the contractor’s cost.

(2) Pressure testing complies with the following requirements:

(a) Pressure testing complies with the Water Services Association of Australia (WSAA) code.

(b) Hydraulic testing of the pipeline is carried out at the lowest point of the line being testedat a test pressure of 1200kPa.

(c) Hydraulic testing is carried out when sufficient material has been backfilled over thecentre of each pipe to prevent movement but all joints remain exposed.

(d) The hydraulic test pressure is maintained for a minimum of 15 minutes without any dropin the gauge reading and during this period the whole line is inspected for leakage ormovement.

(e) Defects are repaired and the main re-tested until the gauge pressure remains steady fora minimum of 15 minutes.

(f) The length of a main under a hydraulic pressure test is deemed to have passed the testprovided there is no failure of any thrust block, anchor block, pipe, fitting valve, joint orany other pipeline component and there is no visible leakage.

9.2 Flushing and disinfection

(1) Water is extracted from the water supply infrastructure:

(a) via a material hydrant stand pipe;

(b) with the approval of the local government;

(c) at the cost of the person extracting the water.

(2) Prior to disinfection of the main, the main is flushed with clean water to cleanse the main of anyforeign matter until water escaping through the hydrants and the pipe end is clean.

(3) Water from the water supply system or other approved source is chlorinated and fed at aconstant rate into the new main at a chlorine concentration of at least 50 mg/L using:

(a) a properly mixed hypochlorite solution injected into the main with a hypochlorinator; or

(b) chlorine injected into the main through a gaseous chlorinator and booster pump.

(4) After chlorine has been detected at the furthermost part of all dead end lines, the injectionprocess is continued until the water discharge has a minimum of 50mg/L of residual chlorinebefore the flow is shut off.

(5) The residual chlorine is checked at intervals to ensure that the specified chlorine concentrationlevel is maintained and the chlorine application continues until the entire main is filled.

(6) All disinfection complies with the disinfection requirements set out in the latest version of theWSAA code.

(7) The water remains in the main for a period of 24 hours, during which time all valves, hydrantsand other structures and equipment along the main are operated to ensure their properdisinfection.

(8) Following the 24 hour period, not less than 5 mg/L chlorine residual remains in the main.

(9) At the completion of the disinfection, water samples are obtained and if it is found that thequality of water does not meet the required standard, further scouring or chlorination is carriedout.

(10) All sampling and water quality testing is carried out by suitably qualified personnel engaged by aNational Association of Testing Authorities (NATA) registered laboratory.

Standard specification No. 4 (Water supply infrastructure) Part 9 Inspection and testing—9.1 Hydraulic pressuretestingLogan Planning Scheme QPP version 3.0 October 2013 Ss4-17



(11) Water necessary for the flushing, scouring and disinfection processes is obtained from thewater supply system or other approved source.

(12) The chlorinated water used in the disinfection process is scoured from the main at thecompletion of the process and is de-chlorinated before being discharged into a waterway.

(13) The chlorinated water used in the disinfection process does not enter the existing water supplysystem at any time.

9.3 Connection to existing live mains

(1) Water is extracted from the water supply infrastructure:

(a) via a metered hydrant stand pipe;

(b) with the approval of the local government;

(c) at the cost of the person extracting the water.

(2) The results of all tests are to be:

(a) certified by a Registered Professional Engineer of Queensland;

(b) submitted to the local government before the connection of a new main to an existing live

main.(3) The connection to live mains is carried out by the local government within 21 days of

disinfecting the new main.

(4) If for any reason the connection to live mains is not carried out within 21 days, then the abovedisinfection and testing procedure set out in section 9.2 (Flushing and disinfection) of thisstandard specification is repeated and satisfactory test results submitted to the localgovernment before connection works are carried out.

Standard specification No. 4 (Water supply infrastructure) Part 9 Inspection and testing—9.3 Connection toexisting live mainsLogan Planning Scheme QPP version 3.0 October 2013 Ss4-18



Standard specification No. 4 (Water supply infrastructure) Part 10 Contractual provisions—10.1 Inspection andtestingLogan Planning Scheme QPP version 3.0 October 2013 Ss4-19


10.1 Inspection and testing

(1) Before the Contractor advises the Superintendent that a pipeline is ready for an inspection, the

Contractor must ensure the as constructed information regarding the location and level isavailable and provided to the Superintendent.

(2) The as constructed information for the purpose of subsection (1) is the information agreed bythe Contractor and the Superintendent, before any work is backfilled.

(3) If any work is backfilled before the as constructed material is obtained, no payment is to bemade to the Contractor for that work until the work has been re-excavated and exposed and therelevant as constructed information obtained.

(4) Hydraulic pressure testing is to be carried out by the Contractor at its own risk and expense,and the Contractor is to provide all the labour together with all pumps, engines, pipes,temporary valves, plugs or flanges as may be necessary.



Standard specification No. 5 (Sewerage infrastructure) 2014

Table of contents

PART 1

INTRODUCTION............................................................................................................ 1 1.1 Title................................................................................................................................ 1



1.4 Interpretation of terms................................................................................................. 1

PART 2 MATERIALS .................................................................................................................. 2

2.1 Quality assurance ........................................................................................................ 2

2.2 uPVC pressure pipes ................................................................................................... 2

2.3 Ducti le iron pipes ......................................................................................................... 2

2.4 Ductile iron fittings ...................................................................................................... 2

2.5 Steel pipe ...................................................................................................................... 2

2.6 Steel flanged pipe ........................................................................................................ 3

2.7 Steel fittings.................................................................................................................. 3

2.8

Polyethylene sleeving ................................................................................................. 3

2.9 uPVC non-pressure pipes ........................................................................................... 3

2.10 GRP pressure pipes..................................................................................................... 3

2.11 GRP non-pressure pipes ............................................................................................. 4

2.12 Vitreous clay pipe ........................................................................................................ 4

2.13 Gibault joints ................................................................................................................ 4

2.14 Flanges.......................................................................................................................... 4

2.15 Jointing bolts................................................................................................................ 4

2.16 Sluice valves................................................................................................................. 4

2.17 Non-return valves ........................................................................................................ 5


2.19 Concrete........................................................................................................................ 5

2.20 Fil l and backf il l ............................................................................................................. 5

2.21

Cement s tabi lised bedding and surround................................................................. 6

2.22 Geotextile...................................................................................................................... 6

2.23 Gas release valves ....................................................................................................... 6


3.1 Accreditat ion of p ipe layers ........................................................................................ 7

3.2 Storage of materials .................................................................................................... 7

3.3 Clearing, grubbing and mulching............................................................................... 7

3.4 Al ignment and levels of a sewerage reticu lat ion main ............................................ 7

3.5 Al ignment and levels of a sewer rising main ............................................................ 8

PART 4 EXCAVATION................................................................................................................ 9

4.1 Thrust boring................................................................................................................ 9

4.2

Excavation .................................................................................................................... 9

4.3

Bedding and surround .............................................................................................. 10

PART 5 LAYING AND JOINTING OF PIPES........................................................................... 11

5.1 Laying and joint ing of pipes ..................................................................................... 11

5.2 House connect ions .................................................................................................... 11

5.3 Joint ing of ducti le iron bends and fit tings .............................................................. 12

5.4 Concrete thrust blocks .............................................................................................. 12

PART 6 BACKFILLING............................................................................................................. 13


6.2 Trenches under a footpath........................................................................................ 13

6.3 Trenches under an existing pavement .................................................................... 13

6.4 Trenches under a proposed pavement .................................................................... 14

PART 7

MANHOLES................................................................................................................. 15


Standard specification No. 5 (Sewerage infrastructure)Logan Planning Scheme QPP version 3.0 October 2013 Pi



Standard specification No. 5 (Sewerage infrastructure)Logan Planning Scheme QPP version 3.0 October 2013 Pii

7.2 Step irons or ladders ................................................................................................. 15

7.3 Manhole covers .......................................................................................................... 15

7.4 Sluice valve chambers .............................................................................................. 16

7.5 Scour valves ............................................................................................................... 16

7.6 Discharge manhole protective coating system ...................................................... 16

7.7 Gas release valve chambers..................................................................................... 16

7.8

Installat ion of a marker post ..................................................................................... 16




8.3 Kerb and channel ....................................................................................................... 18


8.5 Grassed areas ............................................................................................................ 18

8.6 Connection to existing sewers ................................................................................. 18

PART 9 PUMPING STATIONS................................................................................................. 19


9.2 Construction joints .................................................................................................... 19

9.3 Concrete st reng ths .................................................................................................... 19

9.4

Concrete testing......................................................................................................... 19 9.5 Concrete finishes ....................................................................................................... 20

9.6 Pump pedestals and guide bars ............................................................................... 20

9.7 Internal pipework ....................................................................................................... 20

9.8 Backf il ling ................................................................................................................... 20

9.9 Protective coating of wet wel ls................................................................................. 20

PART 10 INSPECTION AND TESTING...................................................................................... 22

10.1 Ai r test ing for sewerage reticulat ion mains ............................................................ 22

10.2 Testing of manholes .................................................................................................. 23

10.3 Connection to existing live mains............................................................................ 23


11.1 Testing of sewers....................................................................................................... 24





Part 2 Materials

2.1 Quality assurance

(1) Materials used in all sewerage reticulation work are supplied from a formally accreditedcompany in accordance with AS/NZS ISO 9001:2000 Quality management systems -Requirements.

2.2 uPVC pressure pipes

(1) A uPVC pressure pipe is spigot and socket rubber ring jointed Class 16 that complies with thetests and requirements of AS/NZS 1477:1999 PVC pipes and fittings for pressure applications(incorporating/Amdt 1:2003).

(2) A PVC pressure pipe is not used under a road.

2.3 Ductile iron pipes

(1) A ductile iron pipe is:

(a) rubber ring jointed Class K9 or flanged Class K12 that complies with the requirementsand tests of AS/NZS 2280:2004 Ductile iron pipes and fittings;

(b) cement lined internally with cement mortar lining in accordance with Table A1 of AS/NZS2280:2004 Ductile iron pipes and fittings and is coated externally with two (2) coats ofbituminous compound in accordance with section 2.4 of AS/NZS 2280:2004 Ductile ironpipes and fittings;

(c) supplied with polyethylene sleeving.

2.4 Ductile iron fittings

(1) All pipe fittings are ductile iron in accordance with the requirements and tests of AS/NZS2280:2004 Ductile iron pipes and fittings.

(2) Socketed fittings are suitable for connection to the spigot end of a ductile iron pipe.

(3) Fittings are bitumen coated externally and cement lined internally in accordance with Table A1of AS/NZS 2280:2004 Ductile iron pipes and fittings.

(4) Ductile iron fittings are supplied with polyethylene sleeving.

2.5 Steel pipe

(1) A steel pipe:

(a) complies with AS 1579-2001 Arc-welded steel pipes and fittings for water and waste-

water;

(b) has a minimum wall thickness of 5mm;

(c) is cement lined in accordance with AS 1281-2001 Cement mortar lining of steel pipes andfittings;

(d) is coated with a fusion bonded medium density polyethylene (FBMDPE) coating inaccordance with AS 4321-2001 Fusion-bonded medium-density polyethylene coating andlining for pipes and fittings;

(e) is either welded slip-in, welded butt, welded ball and socket, welded collar, flanged orelastomeric ring as specified;

(f) is required to have cathodic protection on an elastomeric ring jointed pipeline, which isprovided with cable attachment lugs on all pipe ends approximately 125mm from the endof the coating.

Standard specification No. 5 (Sewerage infrastructure) Part 2 Materials—2.1 Quality assuranceLogan Planning Scheme QPP version 3.0 October 2013 Ss5-2



2.6 Steel flanged pipe

(1) Steel flanged pipework is manufactured in accordance with AS 1579-2001 Arc-welded steelpipes and fittings for water and waste-water pipe and fitted with plate flanges in accordance with AS 4087-2004 Metallic flanges for waterworks purposes (incorporating Amdt 1-2005).

2.7 Steel fit tings

(1) A steel fitting:

(a) complies with AS 1579-2001 Arc-welded steel pipes and fittings for water and waste-water to a rated pressure of 1.4 MPa;

(b) is manufactured from sections of pipe which have been cement lined in accordance with AS 1281-2001 Cement mortar lining of steel pipes and fittings;

(c) is coated with FBMDPE in accordance with AS 4321-2001 Fusion-bonded medium-density polyethylene coating and lining for pipes and fittings;

(d) has square plain ends for collar jointing;

(e) complies with the suggested configurations and dimensions shown in Appendix G of AS1579-2001 Arc-welded steel pipes and fittings for water and waste-water .

(2) Steel fittings such as wyes tees and angle branches are reinforced in accordance with theprovisions of the American Water Works Association Manual M11.

(3) At all welds the FBMDPE coating is cut back to a neat edge 50mm clear of the weld.

(4) All completed welding with:

(a) an exposed surface is coated with a spray application of a fusion bonded or FBMDPEcoating material;

(b) a gap in the cement mortar lining is packed with cement mortar.

(5) All welding is to be inspected by the local government.

2.8 Polyethylene sleeving

(1) Polyethylene sleeving is coloured “lay flat” tubing of 0.2mm thickness that complies with AS3680-1989 Polyethylene sleeving for ductile iron pipelines bevelled.

(2) Loose polyethylene sleeving complying with AS 3680-1989 Polyethylene sleeving for ductileiron pipelines is fitted to all buried ductile iron and cast iron pipes and fittings.

(3) The polyethylene sleeving is installed in accordance with AS 3681-1989 Guidelines for theapplication of polyethylene sleeving to ductile iron pipelines and fittings.

(4) All ductile iron pipes and fittings (valves, bends) are laid using supplied polyethylene sleeving.Suitably approved grease-proof wrapping tape shall be used to wrap all pipes and fittings thatmay be subject to attack from aggressive agents within the bedding and/or backfill material (e.g.

sulphate soils).

2.9 uPVC non-pressure pipes

(1) A uPVC non-pressure pipe is spigot and socket rubber ring jointed Class SN8 and complieswith AS/NZS 1260:2002 PVC-U pipes and fittings for drain, waste and vent application.

2.10 GRP pressure pipes

(1) A Glass Reinforced Plastic GRP pipe:


(b) is of the Nominal Pressure Class 12.5 (PN), Stiffness 10,000 (SN) (ISO) and is rubberring jointed and is supplied with a GRP coupling.

Standard specification No. 5 (Sewerage infrastructure) Part 2 Materials—2.6 Steel flanged pipeLogan Planning Scheme QPP version 3.0 October 2013 Ss5-3



2.11 GRP non-pressure pipes

(1) A GRP pipe:


(b) is of the Nominal Stiffness Class 10,000 (SN) (ISO) and is rubber ring jointed;

(c) is lined with a suitable resin liner and is capable of withstanding exposure to sewerageand aggressive ground water;

(d) is supplied with a GRP coupling which is treated by the manufacturer to ensure that awater tight joint is attained where the GRP pipe is joined to poured concrete.

2.12 Vitreous clay pipe

(1) A vitreous clay pipe is:

(a) manufactured in accordance with AS 1741-1991 Vitrified clay pipes and fittings withflexible joints - Sewer quality;

(b) a maximum length of 1.5 metres.

(2) A vitreous clay pipe which connects manholes is a maximum length of 600 metres.

2.13 Gibault joints

(1) A gibault joint is suitable for connection to plain ended cast iron or ductile iron fittings.

(2) A gibault joint for connection of ductile iron plain ended fittings into existing AC mains is suitablefor connection to the cut unturned barrel of pipes.

(3) All gibault joints are the long type with Grade 316 stainless steel bolts.

2.14 Flanges

(1) Where pipes, valves or fittings are scheduled as having a flanged end, the end complies withthe requirements and tests of AS 4087:2004 Metallic flanges for waterworks purposes(incorporating Amdt 1-2005).

(2) The dimensions of the flanges are compatible with Table C of AS 2129-2000 Flanges for pipes,valves and fittings.

(3) Insertion gaskets are 3mm rubber with fabric reinforcement.

2.15 Jointing bolts

(1) The dimensions specified in AS 1111.1-2000 ISO metric hexagon bolts and screws - Productgrade C - Bolts do not apply to bolts which form an integral part of an article.

(2) Bolt lengths are equal to the sum of the thickness of the flanges, gasket, nut and washer, androunded up to the nearest standard size.

(3) Bolts exhibit a clean cut thread with no burrs or torn peaks on the threads and nuts turn freelyon the threads without binding.

2.16 Sluice valves

(1) A sluice valve:

(a) complies with the requirements of AS 2638.1-2002 Gate valves for waterworks purposes- Metal seated;

(b) has anti-clockwise spindles for closing which are:

(i) tested by the “closed end” method;

(ii) turned out of high tensile brass or stainless steel;

Standard specification No. 5 (Sewerage infrastructure) Part 2 Materials—2.11 GRP non-pressure pipesLogan Planning Scheme QPP version 3.0 October 2013 Ss5-4



(c) has nuts and bolts which are of Grade 316 stainless steel;

(d) has fasteners which are:

(i) of stainless steel; or

(ii) of high grade steel which are to be isolated from the external environment.

(2) A sluice valve with a nominal diameter equal to or less than 300mm:


(b) is resilient seated with a double “O” ring stem seal;

(c) has wedges which are fully encapsulated in an approved synthetic rubber in accordancewith AS 1646.1-2000 Elastomeric seals for waterworks purposes - General requirements;and

(d) has end configurations which are:

(i) either flanged; or

(ii) double socket where the socket incorporates an elastomeric sealing ring.

(3) A sluice valve with a nominal diameter greater than 300mm:


(b) is metal seated with a double “O” ring stem seal;

(c) has end configurations which are flanged.

2.17 Non-return valves

(1) A non-return valve:

(a) complies with the tests and requirements of AS 3578-1993 Cast iron non-return valves forgeneral purposes;

(b) is of full bore, swing action straight pattern Class 14 with extended arm counterweights;

(c) is coated internally and externally with fusion-bonded epoxy powder.


(1) Bedding and surround material consists of approved clean, hard, tough, crushed rock which isuniform in quality and free from dirt, clay or other foreign matter so that not less than 95 percentweight passes a 9.5mm sieve and not more than 10 percent weight passes a 4.75mm (No 7)sieve.

(2) Material supplied to the premises is free of any foreign matter.

(3) Samples of the proposed bedding and surrounding materials are supplied to the localgovernment.

2.19 Concrete

(1) Concrete used in sewer reticulation work is grade N25 unless otherwise specified in theapproved drawings.

2.20 Fill and backfi ll

(1) Any material used for fill or backfill:

(a) has a soaked CBR value of not less than 15 percent;

(b) is compacted to, in the case of material:

(i) under a pavement – 100 percent of the maximum dry density as determined byTest 5.1.1 of AS 1289.0-2000 Methods of testing soils for engineering purposes -General requirements and list of methods standard compaction;

(ii) under a footpath, park and lot – 95 percent of the maximum dry density asdetermined by Test 5.1.1 of AS 1289.0-2000 Methods of testing soils for

Standard specification No. 5 (Sewerage infrastructure) Part 2 Materials—2.17 Non-return valvesLogan Planning Scheme QPP version 3.0 October 2013 Ss5-5



engineering purposes - General requirements and list of methods standardcompaction.

2.21 Cement stabilised bedding and surround

(1) Cement stabilised bedding and surround:

(a) is used where specified in the approved drawings;

(b) consists of a mixture of 1 part of cement to 16 parts of sand thoroughly mixed with waterto a damp earth consistency and placed and compacted to 150mm above the top of thepipe.

2.22 Geotextile

(1) Geotextile used in construction:

(a) is of type Bidim A24 or equivalent;

(b) has a nominal weight of 180g/m2;

(c) has a trapezoidal tear strength of 330N;

(d) has CBR puncture resistance of 2390N.

(2) The minimum lap of adjoining sheets is 30mm.

(3) Geotextile is installed in accordance with the manufacturer’s recommendations.

2.23 Gas release valves

(1) A gas release valve assembly is to be installed onto the main with a suitable sized hydrant tee.

(2) The location, size and type of gas release valve together with an adequately sized valvechamber is to be shown on the approved drawings.

(3) Unless otherwise approved a gas release valve:

(a) is to be manufactured from fibre glass reinforced nylon or an approved alternative non-corrosive material;

(b) seals the gas bleed hole by a mechanism made of non-corrosive flexible material sealingagainst a non-flexible seat which seals on the same place at all times;

(c) has a maximum rated working pressure of at least 1200kPA;

(d) has an air gap between the liquid and sealing system within the valve preventing liquidfrom contacting the sealing mechanism;

(e) has a flange fitting drill to Figure B.5 in accordance with AS 4087-2004 Metallic flangesfor waterworks purposes (incorporating Amdt 1-2005).

(4) A gas release valve:

(a) is to be installed atop a 100mm long (min) flanged hydrant riser with an isolating waferbutterfly valve, which:

(i) has a 90 degree actuator (gearbox) with extension system (spindle) brought tounderside of the attached lid;

(ii) is to be installed on the major or minor high points of all high pressure mains wherethe mains are buried, incorporated with a suitably sized concrete pit with the covermarked accordingly ie. AV as shown on the approved drawings.

(5) When components of the valve are manufactured from a corrosive material, these componentsare to be coated in accordance with AS/NZS 4158:2003 Thermal-bonded polymeric coatings onvalves and fittings for water industry purposes or other approved protective coating.

Standard specification No. 5 (Sewerage infrastructure) Part 2 Materials—2.21 Cement stabilised bedding andsurroundLogan Planning Scheme QPP version 3.0 October 2013 Ss5-6



Part 3 Construction

3.1 Accreditation of pipe layers

(1) Where the pipe manufacturer has a formal quality assurance program in place for the laying ofits pipes and associated materials, the contractor is to ensure at least one person who has beenaccredited to that program is present at the site during all pipe laying activities.

3.2 Storage of materials

(1) All material is handled and stored in a manner which will prevent damage, deterioration orintrusion of foreign matter.

(2) Cement is stored so as to be well ventilated and free from moisture and steel is not stored onthe ground.

(3) All steps necessary are taken to ensure that existing lawns on footpaths or private property arenot damaged by the placement of excavated material and the storage of construction materials

or plant thereon.

(4) Construction materials or excavation materials are not dumped in such manner or place as tounduly hinder the free flow of traffic along any roadway.

3.3 Clearing, grubbing and mulching

(1) Trees, scrub, stumps and roots within 1.5 metres of the trench centreline, which are likely todamage and obstruct the work, are removed and only the minimum width of swathe necessaryfor the construction of the main is cleared.

3.4 Alignment and levels of a sewerage reticulation main

(1) A sewerage reticulation main is constructed to the alignment and invert levels shown on theapproved drawings.

(2) Unless otherwise specified, a sewerage reticulation main is constructed to a minimum depth of1200mm to invert and a maximum depth of 300mm.

(3) Unless otherwise specified, a sewerage reticulation main in a house main is connected at amaximum depth of no greater than 300mm to invert.


(5) A sewerage reticulation main is laid in verge within the standard water reticulation mainboundaries as specified in the standard drawings.

(6) The contractor is to construct the work in accordance with Table 3.4.1—Sewer ConstructionTolerances of this standard specification.

Table 3.4.1—Sewer Construct ion Tolerances

Attr ibute Constructiontolerance

Sewer horizontal alignment ± 75mm

Sewer vertical alignment ± 20mm

Manhole invert level ± 20mm

Structure/Manhole finished surfacelevel

± 30mm

Standard specification No. 5 (Sewerage infrastructure) Part 3 Construction—3.1 Accreditation of pipe layersLogan Planning Scheme QPP version 3.0 October 2013 Ss5-7





Part 4 Excavation

4.1 Thrust boring

(1) The installation of conduits by thrust boring is carried out without disturbance to the existingsurface.

(2) All boring, jacking and pressure grouting work is performed by specialist personnel who areexperienced with the equipment and methods used.

(3) The sides of the pit are shored.

(4) The conduit is thrust into the hole simultaneously as boring advances, and is not withdrawnafter the completion of boring and jacking work.

(5) The ground is not excavated more than 600mm ahead of the conduit and the jacks are capableof advancing the conduit up to the face of the excavation at any time.

(6) The boring and jacking operation is continuous from each starting pit to the receiving pit whichmeans full stand-by capacity for the plant and equipment to ensure such continuous operation

may be required.

(7) Any shield or cutting edge used to protect the leading edge of the conduit for the purpose of jacking does not exceed the outer diameter of the conduit by more than 14mm.

(8) The pipe is not damaged during its insertion in the conduit.

(9) The annular void between the conduit and the main is pressure grouted using an approvedPortland cement based grout so that:

(a) the manufacturer’s recommended allowable external pressure, for the type of pipe usedis not exceeded;

(b) excessive deflection, distortion or damage of such pipe, is prevented during or as a resultof pressure grouting.

(10) The boring and receiving pits are backfilled with material which is:(a) excavated from the thrust boring if the material is free from rocks larger than 150mm in

diameter and lump which may prevent adequate compaction;

(b) compacted to 95 percent maximum dry density as determined by Test 5.1.1 of AS1289.0-2000 Methods of testing soils for engineering purposes - General requirementsand list of methods standard compaction.

4.2 Excavation



(3) All excavated material which is not used on the site as backfill is removed from the site.


(5) Excavation is made to the lines, grids and form shown in the approved drawings.

(6) Where excavation is carried out in asphaltic concrete sealed pavements, the asphaltic concreteat the limits of the excavation is cut prior to excavation with saws or other approved tools tonear straight lines to facilitate restoration of the pavement as close as possible to its originalstate.

(7) Where excavation is carried out through grassed areas, turf is taken up and stockpiled for later

relaying of the turf within the disturbed area.

Standard specification No. 5 (Sewerage infrastructure) Part 4 Excavation—4.1 Thrust boringLogan Planning Scheme QPP version 3.0 October 2013 Ss5-9



(8) All trenches are generally vertically sided, however open-cut trenches in which the sides abovea level of 300mm over the top of the pipe are battered from the vertical may only be provided ifthe trenches are shallow and clear of structures and improvements.


(10) Trenches are not excavated wider than the trench width shown on the approved drawings.(11) All excavations are made in a careful manner to ensure they are rendered secure and safe by

sheeting or other means.


(13) Excavation is shored up by props and intermittent, partial or complete planking in accordancewith the Workplace Health and Safety Act 1995.


(1) A pipe is embedded and surrounded in accordance with the detail shown on the approveddrawings.

(2) Bedding and surround material is compacted in 150mm layers to 95 percent maximum drydensity as determined by Test 5.1.1 of AS 1289.0-2000 Methods of testing soils for engineeringpurposes - General requirements and list of methods standard compaction.

(3) Where the excavation encounters ground water or other poor ground conditions, the depth ofthe bedding and surround material is increased to provide adequate support for the pipe.

(4) The bedding and surround material is wrapped with geotextile in accordance with the approveddrawings.

(5) Concrete surround is provided where shown on the approved drawings and provides aminimum cover of 100mm around the pipe or fitting for the full trench width.

Standard specification No. 5 (Sewerage infrastructure) Part 4 Excavation—4.3 Bedding and surroundLogan Planning Scheme QPP version 3.0 October 2013 Ss5-10



Part 5 Laying and jointing of pipes

5.1 Laying and jointing of pipes

(1) All pipe lines are constructed of pipes of such sizes and laid to such levels and grades asspecified in the approved drawings.

(2) All pipes used are matched so that they are to be, when jointed, the pipes form a true, even lineand each pipe is laid so as to form a close joint with the adjoining pipe to bring the invertscontinuously to the required line and grade.


(4) Spigots and sockets are cleaned and the interior of a pipe is free from obstructions.

(5) Water is not allowed to lie in the trench while the pipes are being laid and the trench is kept freefrom all water until after the completed pipeline has been inspected and backfilling commenced.

(6) Pegs, wedges, chairs and other devices are not used to bring pipes and fittings to level.

(7) When jointing pipes with rubber ring joints:(a) the pipes are cleaned before jointing;

(b) care is taken to ensure that the rubber ring is maintained in a plane at right angles to theaxis of the pipe;

(c) each pipe is jointed as recommended by the manufacturer;

(d) each joint is checked with a feeler gauge to see that the ring is in place.

(8) Pipes are cleaned of all sand, silt and debris.

5.2 House connections

(1) All junction pipes in a line of sewer are concrete bedded and encased with a minimum 150mm

cover of Grade N20 concrete.

(2) Where passing through concrete, brickwork or masonry, pipes are cleaned and washed overwith fresh cement grout and bedded on and surrounded with cement mortar at least 12mm clearthickness.

(3) Unless shown otherwise on the approved drawings, no pipes encased in concrete extend morethan 150mm beyond the face of that concrete.

(4) Short pipes laid in sewers do not exceed 600mm in length and short pipes laid in houseconnections do not exceed 300mm in length.

(5) (House connections are terminated 1m into the individual allotment and located between 0.5mand 1.5m off the side boundary on the low side of the allotment unless shown otherwise on theapproved drawings.

(6) (The minimum cover to house connections is 900mm and the invert of the future house serviceis not lower than the obvert of the sewer.

(7) All open ends of pipes and branches are terminated with capped pipes as shown on theapproved drawings and branch pipes are generally laid so that the branch is at an angle of 45

0

above the horizontal and the invert level of the adjacent house connection inspection opening isa minimum of 150mm above the invert level of the main line at the branch.

(8) A 13mm diameter orange plastic electrical conduit is installed at the end of all houseconnections so that it extends vertically from the centre of the cap of the inspection opening to50mm minimum above the finished surface (alternatively, sewer marking tape may be tied to thecap of the inspection opening and extended vertically to the finished surface).

Standard specification No. 5 (Sewerage infrastructure) Part 5 Laying and jointing of pipes—5.1 Laying and jointingof pipesLogan Planning Scheme QPP version 3.0 October 2013 Ss5-11



5.3 Jointing of ductile iron bends and fittings

(1) Pipes are cut to length at bends and fittings and the cut ends bevelled to provide a new spigot joint for jointing to the bend or fitting.

(2) The other section of the cut pipe is bevelled and fitted to the other side of the bend or fitting.

(3) Where multiple bends or fittings with socket ends are required, connections are made using aspigot-spigot connector cut from a pipe and the ends bevelled.

5.4 Concrete thrust blocks

(1) At all bends, tees or dead ends, pressure mains are horizontally supported by concrete thrustblocks to the minimum dimensions shown on the approved drawings.

(2) The concrete thrust blocks bear against an undisturbed side of the excavated trench.

(3) Concrete thrust blocks are inspected at the time of hydraulic testing in order to ascertain anymovement and if movement occurs, the size of the thrust anchor block is increased.

Standard specification No. 5 (Sewerage infrastructure) Part 5 Laying and jointing of pipes—5.3 Jointing of ductileiron bends and fittingsLogan Planning Scheme QPP version 3.0 October 2013 Ss5-12



Part 6 Backfill ing


(1) Backfilling material consists of all material used in a trench above the bedding and surroundmaterial.

(2) As soon as practicable after inspection and approval of the bedding and surround, theremainder of the trench is backfilled.

(3) The backfilling is placed by approved methods which ensure the required compaction withoutdamage to the pipes.

(4) The fill is thoroughly compacted on each side and under the pipe in layers not exceeding150mm in thickness.

6.2 Trenches under a footpath

(1) A trench under a footpath is:

(a) cut above the approved bedding, pipe surround or blanket course;

(b) filled with approved material from the excavations and compacted to 95 percent of themaximum dry density as determined by AS 1289.0-2000 Methods of testing soils forengineering purposes - General requirements and list of methods.

6.3 Trenches under an existing pavement

(1) A trench in an existing pavement is:

(a) cut at least 150mm clear of the trench wall with a clean straight line prior to excavation;


(i) cement stabilised gravel so that:(A) the trench above the approved bedding and pipe surround to sub-grade level

is backfilled with the cement stabilised gravel which is thoroughlycompacted;

(B) the remainder is backfilled to within 50mm of finished surface level withapproved pavement material and compacted to 100 percent modifiedcompaction as determined by AS 1289.0-2000 Methods of testing soils forengineering purposes - General requirements and list of methods within atolerance of +5 percent or -2 percent;

(C) the top 50mm of the trench is filled with asphaltic concrete between theclean lines 150mm clear of the trench wall; or

(ii) pavement material so that:

(A) the trench above the approved bedding and the pipe surround to within300mm of sub-grade level is backfilled with material approved by the localgovernment, with a minimum 4 day soaked CBR of 15, and compacted to 95percent standard compaction as determined by AS 1289.0-2000 Methods oftesting soils for engineering purposes - General requirements and list ofmethods within a tolerance of + 5 percent or -2 percent;

(B) the top 300mm thickness, immediately below the sub-grade is compacted100 percent standard compaction;

(C) the remainder is filled to within 50mm of finished surface level with pavementmaterial approved by the local government and compacted to 98 percentmodified compaction;

(D) the top 50mm of the trench is filled with asphaltic concrete;

Standard specification No. 5 (Sewerage infrastructure) Part 6 Backfilling—6.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss5-13



(E) the surface is restored to a condition at least equal to that of the originalpavement.

6.4 Trenches under a proposed pavement

(1) A trench in a proposed pavement is:

(a) cut above the approved bedding and pipe surround to sub-grade level;


(i) approved material of minimum 4 day soaked CBR of 15 and compacted to 100percent standard compaction as determined by AS 1289.0-2000 Methods of testingsoils for engineering purposes - General requirements and list of methods; or

(ii) coarse sand compacted to a density index of 100 percent as determined by AS1289.0-2000 Methods of testing soils for engineering purposes - Generalrequirements and list of methods or ballast with no compaction.

Standard specification No. 5 (Sewerage infrastructure) Part 6 Backfilling—6.4 Trenches under a proposedpavementLogan Planning Scheme QPP version 3.0 October 2013 Ss5-14



Part 7 Manholes


(1) Manholes are constructed in accordance with standard drawing IPWEAQ S-0020 and theconcrete used is Grade N25.

(2) Precast manholes in accordance with standard drawing IPWEAQ S-0021 are used only with theprior approval of the local government.

(3) All benches and channels are cement rendered such that the rendering:

(a) consists of mortar comprised of 1 part cement to 2 parts of approved fine sand;

(b) when completed, is not less than 15mm thick and finished with a steel trowel true toshape and dimensions;

(c) is applied while the concrete is within 24 hours of original coating.

(4) When directed, the concrete surface is scabbled to provide efficient bond for the first render

coat.(5) Dry concrete surfaces are wetted before rendering is applied and the surface of the first coat is

scored and the second coat applied before the first has set hard.

(6) The manhole cover slabs of the cast in-situ manholes are poured in-situ with the joint betweenthe wall and cover slab recessed and scabbled to ensure a watertight junction.

(7) Prior to placing the concrete surround to the cast iron cover and frame, the surface of the coverslab is thoroughly cleaned and scabbled to ensure a watertight junction.

(8) In pavements and pedestrian pathways, the concrete surround is varied in thickness, whileretaining the minimums shown, so as to match accurately the levels and falls of the pavement.

(9) When the concrete surrounds are not in paved areas or pedestrian pathways, they are set so asnot to be in depressions but in general, are 50mm above the surrounding level with the restored

surface mounded slightly up to the manhole lid.(10) A material conforming with that specified in section 7.6 (Discharge manhole protective coating

system) of this standard specification is to be used to internally coat:

(a) cast insitu manholes for sewers equal to or greater than 300mm in diameter;

(b) manholes over 4 metres deep.

(11) Sewer specifications are in accordance with the SEQ Design and Construction Code andWSAA drawings.

7.2 Step irons or ladders

(1) Step irons or ladders are not to be incorporated into sewer manholes unless approved by a

specific design request in consultation with the Water Operations Branch.

7.3 Manhole covers

(1) Cast iron manhole covers and cover frames are fitted to the manholes as shown in theapproved drawings and are of the form and dimensions shown on standard drawing IPWEAQS-0025 finished true with clean and smooth surfaces.

(2) The cast iron manhole frame is cast in a concrete surround, the cast iron frame being set in themould and the concrete poured around it.

(3) All forms used for casting concrete surround are of metal, well braced and capable of beingstripped without damaging the concrete.

(4) In pavements, the concrete surround is varied in thickness, while retaining the minimums

shown, so as to match accurately the levels and falls of the pavement.

Standard specification No. 5 (Sewerage infrastructure) Part 7 Manholes—7.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss5-15





(2) A marker post is to be:

(a) installed on the property boundary line where possible;

(b) driven down by a “Dura-post” (or other similar product) post-driving tool such that theindicator hole in the post is partially visible;

(c) driven a minimum of 375mm into the ground;

(d) capped with the appropriate plastic “Dura-post” (or other similar product) cap.

(3) An existing marker post is:

(a) replaced with a new “Dura-post” (or other similar product) valve marker post unless theexisting post is a “Dura-post” (or other similar product);

(b) entirely removed, with no detached portions left below ground.

(4) A sluice valve post:

(a) is blue with a white V installed at the relevant location;

(b) has a sticker installed in such as way as to indicate both the distance to the valve and thevalve diameter.

(5) A valve post is marked with a relevant sticker with each number or letter of the sticker to be 20-25mm in height.

(6) A marker post is installed on a valve which is 100mm, 150mm, 200mm and 225mm in diameter.

(7) A sticker is applied in a neat, precise manner vertically down the post.

(8) A sticker indicating:

(a) the distance in meters to a valve is placed centrally 50mm beneath the “V” on the markerpost;

(b) the diameter in millimetres or a valve is placed on a valve post centrally 50mm below thesticker showing the distance of the marker post to the valve.

Standard specification No. 5 (Sewerage infrastructure) Part 7 Manholes—7.8 Installation of a marker postLogan Planning Scheme QPP version 3.0 October 2013 Ss5-17



Part 8 Restoration


(1) All buildings, fences, gardens, walls, paved surfaces, paths and other structures, grass andtrees and other property are restored to a condition equivalent to that in which they were foundbefore the commencement of work.

(2) Initial cleaning up of the work is carried out as soon as backfilling is completed and restorationis completed within 7 days.


(1) Saw cuts are made across the road surface at least 150mm clear of the trench wall prior toexcavation.

(2) All trenches across either asphalt or bitumen road pavements are restored with asphalt to astandard of finish existing before work was commenced.

(3) The surface of the restored gravel pavement between the sawcuts is:

(a) dried and given a thorough brooming;

(b) uniformly covered with a fine sprayed coating of bitumen emulsion;

(c) covered with a minimum 50mm layer of asphalt so as to join smoothly to the existingpavement.



(1) The kerb and channel is protected.

(2) When crossing the kerb and channel to lay the main, the sewerage infrastructure is burrowedunder the kerb and channel.




(3) The surface finish of the reinstated section matches the adjoining sections with a neat, even joint.

8.5 Grassed areas

(1) In grassed areas, the top 80mm of backfilling is carried out with topsoil material which is free ofstones and noxious weeds and is at least equivalent to the existing topsoil in the area beingrestored.

(2) The grassed area is returfed with turf stripped and stockpiled from the site.

8.6 Connection to existing sewers

(1) All connections to the existing mains are carried out by the local government.

Standard specification No. 5 (Sewerage infrastructure) Part 8 Restoration—8.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss5-18





9.5 Concrete finishes

(1) The inverts of channels are finished with a steel trowel to the grades shown on the approveddrawings.

(2) The floors and roof slab are finished with a steel trowel to a level surface or to the slope shown

on the approved drawings.

(3) Exposed surfaces of walls are finished off the form and all nibs and rough spots are rubbedback with an emery stone and airholes and other defects are filled with cement mortar andfinished with a steel trowel to provide a dense smooth surface.

9.6 Pump pedestals and guide bars

(1) The pump pedestals and guide bars are installed in accordance with the pump manufacturer’swritten dimensions and specifications.

(2) The pump pedestals and guide bars are located in the correct position.

(3) Holding down bolts are as specified by the pump manufacturer.

(4) All pump units and pedestals are installed and supplied at the cost of the party performing thework.

9.7 Internal pipework

(1) Pumpwell and valve chamber pipeworks are DICL pipe and fittings. Pipework and fittings notsupplied with a fusion bonded powder coating are painted with a tar epoxy coating or equivalent

to a total dry film thickness of 250 m.

9.8 Backfilling

(1) Pumping stations are backfilled with selected material from the excavations, placed in uniformlayers not exceeding 200mm loose thickness, and are compacted by mechanical tampers to adensity of not less than 95 percent of the maximum dry density as determined by Test 5.1.1 of AS 1289.0-2000 Methods of testing soils for engineering purposes - General requirements andlist of methods, standard compaction.

9.9 Protective coating of wet wells

(1) All internal vertical, soffit and cover opening wet well surfaces of sewerage lift stations, pumpstations and discharge chamber surfaces are to be coated with a protective coating system.

(2) A protective coating system is either:

(a) a two part solvent free 100 percent solid epoxy protective coating system suitable forapplication to damp concrete that complies with subsection (6) of this section; or

(b) a coating system that complies with the Australian Paint Approval Scheme SpecificationNo. 0214 – Coatings for Concrete Used in Sewerage Works, applied in accordance withsubsection (6) of this section; or

(c) A HDPE or uPVC plastic lining protective coating system that complies with sub section(8) of this section.

(3) A protective coating system:

(a) is installed to the manufacturer’s requirements;

(b) is applied by an accredited applicator approved by the manufacturer;

(c) is finished to the details shown on the approved drawings.

Standard specification No. 5 (Sewerage infrastructure) Part 9 Pumping stations—9.5 Concrete finishesLogan Planning Scheme QPP version 3.0 October 2013 Ss5-20



(4) A new concrete surface:

(a) is pressure blasted or scabbled before a protective coating system is applied so as toremove any laitance, loose or porous material, leaving a clean, rough, hard concrete

surface;

(b) is dried after pressure blasting or scabbling;

(c) will have all holes and shallows filled with approved filler such as Fosroc Nitomortar E. L.(or other similar product) with a minimum compressive strength at 7 days of 70MPa.

(5) For all concrete, concrete test cylinder results from a NATA registered laboratory are to beprovided to the local government.

(6) The two part solvent free epoxy protective coating system suitable for sewerage works:

(a) will consist of:

(i) a chemical resistant two part epoxy primer/sealer (if specified by the manufacturer)with a minimum single coat dry film thickness of 30 microns;

(ii) a high build two part solvent free 100 percent solids epoxy coating resistant toSulphuric acid abrasion with a minimum dry film thickness of 2000 microns;

(b) will have a pot life of a minimum of 40 minutes with a colour, when dry, of light grey, whiteor off white.

(7) Where the protective coating system includes Quartzite aggregates the minimum dry thicknessis to be 4000 microns.

(8) A plastic lining protective coating system:

(a) is a minimum of 2mm thick;

(b) is either:

(i) HDPE material; or

(ii) PE material; or

(iii) uPVC material;

(c) is cast onto the structure or grouted in place following construction of the structure;

(d) is installed by an accredited applicator approved by the manufacturer;

(e) is installed to the manufacturers requirements;

(f) is fully joined and sealed by welding or by proprietary product locking seams, to provide acontinuously sealed surfaced coloured either light grey, white or off white.

Standard specification No. 5 (Sewerage infrastructure) Part 9 Pumping stations—9.9 Protective coating of wet wellsLogan Planning Scheme QPP version 3.0 October 2013 Ss5-21



Part 10 Inspection and testing

10.1 Air testing for sewerage reticulation mains

(1) Following the installation of the full sewer length between manholes (including the constructionof manhole drops, house connection branches, the placing of approved filling to 100mm overthe pipe and the completion of the first wall pour of the manholes at both ends), the sewers andhouse connections are air tested with a pressured air test.

(2) All pressure testing must comply with the pressure testing requirements as set out in the latestversion of the WSAA code.

(3) A test gauge of 150mm diameter or larger with a suitable range, certified to be correct by anapproved testing authority is used for the testing.

(4) The procedure for pressure testing sewers and house connections is as follows:

(a) The sewer length complete with all appurtenances including manhole drops, houseconnection branches and house connections is tested in the one test, not separately.

(b) (All ends are plugged, one plug containing an air hose connection and care is taken toensure that the load on the plug is not taken by the pipe joints, but is taken by strutsbearing on the plug.

(c) An air line is connected from an air compressor and the pressure in the pipeline raised tothe initial pressure as specified in Table 10.1.1—Test pressures of this standardspecification.

(d) The air pressure is held at this initial pressure for a minimum of 3 minutes to stabilisetemperatures.

(e) After 3 minutes the pressure is dropped to the test start pressure shown on Table10.1.1—Test pressures of this standard specification and held for 3 minutes.

(f) (If the pressure drop is 5 kPa or more, the test is deemed to have failed.

(5) The procedure for the vacuum test for sewers is as follows:

(a) The sewer length complete with all appurtenances including manhole drops houseconnections branches, and house connections is tested in the one test, not separately.

(b) All ends are plugged with one plug containing an air hose connection.

(c) Air is extracted out of the pipeline up to a vacuum of 28 kPa and the vacuum gaugemonitored for 3 minutes.

(d) If the increase in pressure after 3 minutes is equal to or more than 5 kPa the test isdeemed to have failed.

(6) If any line does not pass a test, any necessary remedial works are carried out and oncompletion of remedial works, the line is again to be tested until a pass is achieved.

Table 10.1.1—Test pressures

DepthRange(metres)

0 - 1.5 m 1.5 – 3.0 m 3.0 – 4.5 m 4.5 – 6.0 m > 6.0 m

InitialPressure(kPa)

30 35 40 45 50

Test StartPressure( kPa)

25 30 35 40 45

Standard specification No. 5 (Sewerage infrastructure) Part 10 Inspection and testing—10.1 Air testing forsewerage reticulation mainsLogan Planning Scheme QPP version 3.0 October 2013 Ss5-22



10.2 Testing of manholes

(1) The concrete used in manholes is tested by a NATA registered testing authority.

(2) Three (3) test cylinders are taken to be tested as follows:

(a) 1 at 7 days;

(b) 2 at 28 days.

(3) As a minimum requirement, every third delivery to the site is tested.

(4) If hydrostatic testing is required, no manhole is tested until at least 10 days after completion ofthe concreting in such case:

(a) all pipes in the manhole are effectively sealed off before filling;

(b) the manhole is then filled with water to the top of the concrete;

(c) the manhole is left to stand for at least 12 hours to permit the concrete to absorb anymoisture;

(d) the water level is brought back to the top of the concrete and allowed to stand for 24

hours.(5) The evaporation rates are determined as follows:

(a) At the commencement of the test a dish having vertical sides is filled with water to ameasured depth and placed adjacent to the manhole under test.

(b) At the end of twenty-four hours, the water levels in the manhole and the dish aremeasured and the loss of water in each is calculated.

(c) The evaporation loss, if any, is determined from the water levels in the dish and dueallowance is made for evaporation loss in calculating the loss from the manhole.

(6) The maximum allowable net loss (after allowance for evaporation) that is accepted assatisfactory will be 0.25 percent of the volume of water in the manhole and any manhole whichexceeds this maximum allowable loss is rejected until repairs are effected.

(7) A similar test procedure to that set out in subsection (5) of this section is applied to pumpstations.

(8) Hydraulic testing of rising mains is carried out at the lowest point of the line or lines being testedwith a test pressure is 750 kPa.

(9) Hydraulic testing is carried out when sufficient material has been backfilled over the centre ofeach pipe to prevent movement but all joints remain exposed so that test pressure is maintainedfor 15 minutes minimum without any drop in the gauge reading and during this period, the wholeline is inspected for leakage or movement.

(10) Any defects are repaired and the main re-tested until the gauge pressure remains steady for 15minutes minimum.

(11) The length of main or mains under hydraulic pressure test are deemed to have passed the test

provided there is no failure of any thrust block, anchor block, pipe fitting, valve, joint or any otherpipeline component and there is no visible leakage.

(12) The length of each test section is no more than 1000m.

10.3 Connection to existing live mains

(1) The certified results of all tests are submitted to the local government before the connection ofthe mains to existing live mains.

(2) The connection to live mains is carried out by the local government.

Standard specification No. 5 (Sewerage infrastructure) Part 10 Inspection and testing—10.2 Testing of manholesLogan Planning Scheme QPP version 3.0 October 2013 Ss5-23



Standard specification No. 5 (Sewerage infrastructure) Part 11 Contractual provisions—11.1 Testing of sewersLogan Planning Scheme QPP version 3.0 October 2013 Ss5-24


11.1 Testing of sewers

(1) Before the Contractor advises the Superintendent that any pipelines are ready for an inspection,the Contractor must ensure the as constructed information regarding the location and level isavailable and provided to the Superintendent.

(2) The as constructed information for the purpose of this clause is the information agreed by theContractor and the Superintendent, before any work is backfilled.

(3) If any work is backfilled before the as constructed material is obtained, no payment is to bemade to the Contractor for that work until the work has been re-excavated and exposed and therelevant as constructed information obtained.

(4) Hydraulic pressure testing is to be carried out by the Contractor at its own risk and expense,and the Contractor is to provide all the labour together with all pumps, engines, pipes,temporary valves, plugs or flanges as may be necessary.

(5) Temporary thrust blocks associated with testing are to be removed by the Contractor uponcompletion of testing unless otherwise directed by the Superintendent.



Standard specif ication No. 6 (Pavements) 2014

Table of contents

PART 1 INTRODUCTION............................................................................................................ 1 1.1 Tit le ................................................................................................................................ 1 1.2 Purpose of the standard specif icat ion ...................................................................... 1 1.3 Appl ication of the standard specifi cation ................................................................. 1 1.4 Interpretation of standard specif ication .................................................................... 1

1.4.1 Interpretation of terms ............................................................................... 1 1.4.2 Definitions.................................................................................................. 1

PART 2 PAVEMENT MATERIAL ............................................................................................... 3 2.1 Pavement material ....................................................................................................... 3 2.2 Pavement material specif ication ................................................................................ 3

PART 3 MATERIAL COMPLIANCE TESTS............................................................................... 6 3.1 General requirements .................................................................................................. 6

3.2 Test methods ................................................................................................................ 6

PART 4 PAVEMENT PREPARATION AND CONSTRUCTION................................................. 7 4.1 Pavement preparation ................................................................................................. 7 4.2 Pavement const ruction ............................................................................................... 7

PART 5 TOLERANCE ON THE ALIGNMENT, GRADE AND CROSSFALL ............................ 9 5.1 Tolerance on the alignment , grade and crossfall ..................................................... 9

PART 6 CONSTRUCTION COMPLIANCE TESTING.............................................................. 10 6.1 Construct ion compliance test ing ............................................................................. 10

PART 7 TESTING FREQUENCY.............................................................................................. 11 7.1 Material quali ty tests ................................................................................................. 11 7.2 Compaction testing and degree of saturation ........................................................ 11

7.3 Test locat ions ............................................................................................................. 12

Standard specification No. 6 (Pavements)Logan Planning Scheme QPP version 3.0 October 2013 Pi



Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard specification No. 6 (Pavements) 2014.







(1) This standard specification applies to work being engineering work involving pavement.


1.4.1 Interpretation of terms







(b) is not defined in this standard specification, has the meaning given in accordance SC1.2

Administrative definitions of Schedule 1 of the planning scheme


1.4.2 Definitions

(1) Despite the specifications of this standard specification, if the approved drawings specify aminimum soaked CBR value for the structural pavement materials, the value is determinedunless otherwise specified:

(a) at the degree of compaction specified in Table 6.1.1—Compaction and moisture controlstandards of this standard specification;

(b) after a 4 day soaking period.

Standard specification No. 6 (Pavements) Part 1 Introduction-1.1 TitleLogan Planning Scheme QPP version draft 3.0 February 2013 Ss6-1



(2) The properties of the materials specified in this standard specification, are those of the materialin the finished compacted pavement.

Standard specification No. 6 (Pavements) Part 1 Introduction—1.4 Interpretation of standardspecificationLogan Planning Scheme QPP version 3.0 October 2013 Ss6-2



Part 2 Pavement material

2.1 Pavement material

(1) The pavement material is either:(a) unbound granular material, which is used as base and sub-base courses and which:

(i) consists of crushed rocks, soil aggregate or naturally occurring gravel;

(ii) has a grading that makes it mechanically stable;

(iii) contains sufficient fines for workability and provides a dense material withadequate cohesive properties; or

(b) bound or treated granular material, which is used as base and sub-base courses andwhich consists of crushed rock, soil aggregate or a naturally occurring gravel.

2.2 Pavement material specification

(1) In the assessment of a material to determine its suitability for a specific function, the followingproperties of the material are assessed:

(a) fines component—the fraction of the total material which passes the AS 0.425mm sievein accordance with Table 2.2.1—Atterberg limits and fines ratio of this standardspecification;

(b) coarse component—the fraction of the total material which is retained on the AS0.425mm sieve in accordance with Table 2.2.2—Mechanical properties of coarsecomponent of this standard specification;

(c) particle size distribution—the distribution of various fractions of material within the totalproduct and the grading curve reasonably smooth and free from sharp irregularities inaccordance with Table 2.2.4—Grading types of this standard specification;

(d) material durability and strength in accordance with Table 2.2.3—Durability and strength

criteria for various source material groups and Table 2.2.5—Strength specification of thisstandard specification.

Table 2.2.1—Atterberg limits and fines ratio

Column 1

Property

Column 2

Testmethod

Column 3

Base course

Column 4

Sub-base

Minimum Maximum Minimum Maximum

Liquid limit (Ll). Q104A(1)

- 25 - 28

Plasticity index (Pi). Q105(1)

3 6 3 8

Linear shrinkage(Ls). Q106

(1)

1 4 1 8

Pi x% passing0.425mm sieve.

- - 150 - 200

Ls x% passing0.425mm sieve.

- - 85 - 110

Dust ratio. - 0.30 - 0.55 0.30 - 0.65

(1) Queensland Transport test procedures.

Standard specification No. 6 (Pavements) Part 2 Pavement material—2.1 Pavement materialLogan Planning Scheme QPP version 3.0 October 2013 Ss6-3



Table 2.2.2—Mechanical properties of coarse component

Column 1

Property

Column 2

Test

Column 3

Base course

Column 4

Sub-base

Method Min Max Min Max

Crushed particles. Q215 70 - 70 -

Flakiness index. Q201A - 35 - 40

Table 2.2.3—Durability and strength criteria for various source material groups

Column 1

Sourcematerial group

Column 2

Degradationfactor

(minimum)

Column 3

10% fines

(Wet)

(minimum)

Column 4

Wet/dry variation

(minimum)

Test method Q208B Q250B Q205CBase Sub-base Base Sub-base Base Sub-base

Acid igneous. 40 30 115 85 40 45

Intermediate

igneous. 45 35 125 90 35 40

Basic igneous. 50 40 135 100 30 35

Metamorphic. 45 35 125 90 35 40

Sedimentary -Duricrust.

40 30 115 85 40 45

Table 2.2.4—Grading types

Column 1

Sieve size

(mm)

Column 2

Percentage by weight passing sieve

Grading B Grading C Grading D (Sub-base only)

75 - - -

53 100 100 -

37.5 85 - 100 100 -

19.0 55 - 90 80 – 100 100

9.5 40 - 70 55 - 90 80 - 100

4.75 28 - 55 40 - 70 55 - 90

2.36 20 - 45 30 - 55 40 - 70

0.425 10 - 25 12 - 30 20 - 40

0.075 4 - 15 5 - 20 8 - 25

Standard specification No. 6 (Pavements) Part 2 Pavement material—2.2 Pavement materialspecificationLogan Planning Scheme QPP version 3.0 October 2013 Ss6-4





Part 3 Material compliance tests

3.1 General requirements

(1) Pavement material compliance testing is carried out by a NATA registered or equivalentaccredited soils testing laboratory.

(2) Pavement material accepted for use as sub-base and base courses complies with the testvalues listed under section 2.2 (Pavement material specification) of this standard specification.

(3) One complete set of pavement material compliance tests is carried out for each material typefor each 500 tonnes of material with additional testing carried out if the material source orsupplier changes.

(4) Prior to the use of road base material, the developer is to submit current certified evidenceobtained within the last twelve months, from a Geo-technical consultant indicating that theproposed unbound material does not contain Sulphate amounts in excess of quantities that mayinduce Sulphate blistering in the bitumen surfacing.

(5) A compliance testing certificate is forwarded to the local government prior to thecommencement of construction of any pavement course.

3.2 Test methods

(1) Testing procedures to determine compliance of the pavement material with section 2.2(Pavement material specification) of this standard specification are carried out in accordancewith:

(a) for all coarse component, fines component and particle size distributions, the QueenslandTransport test procedures, as indicated in Table 2.2.1 to Table 2.2.5 of this standardspecification;

(b) for the California Bearing Ratio (CBR) test, AS 1289.0-2000 Methods of testing soils for

engineering purposes - General requirements and list of methods.

Standard specification No. 6 (Pavements) Part 3 Material compliance tests—3.1 GeneralrequirementsLogan Planning Scheme QPP version 3.0 October 2013 Ss6-6



Part 4 Pavement preparation and construction

4.1 Pavement preparation

(1) Work on the pavement does not commence until the subgrade has been inspected andapproved by the local government.

4.2 Pavement construction

(1) No pavement course is placed until the previous course, that is the subgrade, sub-base, base orexisting pavement, has been inspected, approved and tested for compliance.

(2) Pavement materials are transported, after the incorporation of water, from the stockpile orprocessing plant to the spreading area without segregation.

(3) The paving material is spread in uniform loose layers on the prepared subgrade, sub-base orbase by use of a spreader box or a mechanical spreader.

(4) The material is shaped as necessary and compacted to conform with the grades and cross-sections, specified tolerances and degree of compaction as indicated in this standardspecification.

(5) When water is incorporated into the paving material on the site, it is uniformly mixed to the fulldepth of the layer to be compacted to bring the material within a range of moisture content atwhich the specified degree of compaction can be achieved.

(6) When two or more separate types of materials are mixed to produce a pavement materialconforming with the standard specification, the separate materials, including any necessarywater, may be uniformly mixed at the source by an approved process or may be uniformlymixed on the existing pavement with the approval of the local government.

(7) A steel wheel, vibratory or pneumatic tyred roller or other approved compaction equipment or acombination thereof, is to follow directly behind the spreading and shaping equipment.

(8) Under no circumstances are the pavement materials allowed to dry out before compaction.

(9) If during the course of compaction, drying of the pavement material occurs, the surface is lightlysprayed so the pavement material moisture content is maintained such that compaction isachieved.

(10) Where the required compacted thickness of any pavement course is 200mm or less, thepavement material is spread and compacted in one layer.

(11) Where the required compacted thickness of any pavement course is more than 200mm, thepavement material is compacted in two or more layers each not less than 75mm compactedthickness and not greater than 150mm compacted thickness.

(12) If a pavement layer has been compacted to the specified degree of compaction, but showssigns of deformation under proof rolling, then further work to improve the stability and density of

the pavement material is necessary before subsequent layers can be placed.

(13) The compaction criteria for each course is in accordance with Table 5.1.1—Tolerance on thealignment, grade and crossfall of this standard specification.

(14) After compaction of the pavement material, the whole of the surface is graded, trimmed,watered and rolled to produce a hard, tight, dense, even surface, free of lenses and caking, inaccordance with the tolerances specified in Table 5.1.1—Tolerance on the alignment, gradeand crossfall of this standard specification.

(15) The compacted surface of the pavement material presents as particles of stone in a matrix offine material such that:

(a) there is not an excessive proportion of stone in that the pavement material is deficient infines;

(b) there is not an excessive proportion of fines in that the pavement material has excessivefines or a fatty area.

Standard specification No. 6 (Pavements) Part 4 Pavement preparation and construction—4.1Pavement preparationLogan Planning Scheme QPP version 3.0 October 2013 Ss6-7



(16) The action of a power broom does not remove an excessive quantity of material from thesurface.

(17) Compaction testing of the top layer of the base course is not undertaken until the surface haspassed the above criteria.

(18) Bitumen surfacing does not proceed until the profile, surface, compaction, quality and finish of

the pavement has been approved by the local government.(19) If the pavement, for any reason, loses the required quality, stability, density or finish before the

surfacing is complete, it is recompacted;

(20) Use a loaded water truck, with a single rear axle, and with a gross mass of not less that 15tonne, or a similar vehicle approved by the Superintendent, for proof rolling. No visiblemovement shall occur under the rear axle when proof rolling.

Standard specification No. 6 (Pavements) Part 4 Pavement preparation and construction—4.2Pavement constructionLogan Planning Scheme QPP version 3.0 October 2013 Ss6-8



Part 5 Tolerance on the alignment, grade and crossfall

5.1 Tolerance on the alignment, grade and crossfall

(1) The finished pavement complies with the alignment and dimensions shown on the approveddrawings or within the tolerances specified in Table 5.1.1—Tolerance on the alignment, gradeand crossfall of this standard specification.

Table 5.1.1—Tolerance on the alignment, grade and crossfall

Column 1

Course

Column 2

Design leveltolerance

Column 3

Thicknesstolerance

Column 4

Shape tolerance

Sub-grade. +10mm

-30mm

N/A

N/A

N/A

N/A

Sub-base. +10mm

-10mm

+40mm

-20mm

25mm in3 metres

maximum

Base. +15mm

-10mm

+15mm

-15mm

15mm in 3 metresmaximum

Wearing course. +10mm

- 5mm

+15mm

- 0mm

7mm in3metresmaximum

(2) The mean crossfall of the surface of the finished pavement does not deviate from the crossfallshown in the approved drawings by more than ±0.5 percent.

(3) Despite the above tolerances and those specified in Standard specification No. 1 (Earthworks)2014, the compacted depth of the pavement is not less than that shown in the approveddrawings.

(4) When the section of the road to be constructed adjoins a section which has been constructedand bitumen surfaced, the grade level at the end of the work conforms to that at the previouslyconstructed section.

(5) If the section under construction does not adjoin a previously constructed section, the ends ofthe new formation are joined to the existing surface level by means of a ramp at a grade whichdoes not vary from the plan gradient by more than 1 in 20.

(6) A ramp is joined to the new surface level and to the existing surface level by an easy verticalcurve.

Standard specification No. 6 (Pavements) Part 5 Tolerance on the alignment, grade andcrossfall—5.1 Tolerance on the alignment, grade and crossfallLogan Planning Scheme QPP version 3.0 October 2013 Ss6-9



Part 6 Construction compliance testing

6.1 Construction compliance testing

(1) Despite compliance of the pavement material to the requirements in section 2.2 (Pavementmaterial specification) of this standard specification, acceptance or otherwise of the pavement isbased on the compacted material incorporated in the work.

(2) Each pavement layer is tested for compaction and degree of saturation in accordance withTable 6.1.1—Compaction and moisture control standards of this standard specification.

(3) Each compacted pavement course is tested for soaked California Bearing Ratio, grading, Atterberg limits and fines ratio values in accordance with section 2.2 (Pavement materialspecification) of this standard specification.

(4) The material compliance testing is carried out by a NATA registered soils testing laboratory.

(5) A compliance testing certificate is forwarded to the local government prior to thecommencement of construction of any subsequent course.

Table 6.1.1—Compaction and moisture control standards

Column 1

Course

Column 2

Degree ofcompaction

Column 3

Degree of saturation

Maximum

Subgrade. 95% Standard

Compaction

-

Sub-base. 95% Modified

Compaction

65%

Base. 98% Modified

Compaction

65%

(6) Modified compaction may be used in some circumstances, depending on material type and siteas determined by the local government.

Standard specification No. 6 (Pavements) Part 6 Construction compliance testing—6.1Construction compliance testingLogan Planning Scheme QPP version 3.0 October 2013 Ss6-10



Part 7 Testing frequency

7.1 Material quality tests

(1) Soaked C.B.R., grading, Atterberg limit tests and fines ratio values tests are carried out on thesub-base and the base course material at a frequency of 1 test per course or 500m

3, whichever

requires the greater number of tests.

(2) All coarse component, fines component and particle size distributions tests are carried out inaccordance with Queensland Transport test procedures as indicated in Table 2.2.1 to Table2.2.5 of this standard specification.

(3) The California Bearing Ratio test is carried out in accordance with AS 1289.0-2000 Methods oftesting soils for engineering purposes - General requirements and list of methods, and thespecified type and degree of compaction noted in Table 6.1.1—Compaction and moisturecontrol standards of this standard specification.

7.2 Compaction testing and degree of saturation

(1) A compaction test is required on the subgrade, sub-base and base layers at a frequency of 1test per 100 linear metres of two lane construction, subject to a minimum of two tests per job.

(2) A compaction test is carried out in accordance with AS 1289.0-2000 Methods of testing soils forengineering purposes - General requirements and list of methods.

(3) When compaction testing is carried out on the sub-base and base layers, the degree ofsaturation of the material tested is determined by the following procedure:

Degree of saturation (%) = W

--------------

DW - 1

Dd Gs

Where:

DW is the 1.0t/m3 density of water

Dd is the in-situ dry density of layer tested t/m3

Gs is the specific gravity of material tested (Q109)

W is the in-situ moisture content of layer tested

(4) Compaction testing is not carried out on the pavement material while the material to be tested isstill green but is tested after the material has cured and a hard, tight, dense, even surface freeof lenses and caking has been produced.

(5) A pavement layer is not covered by any subsequent layer or wearing course if the degrees ofcompaction and saturation are outside the limits given in Table 6.1.1—Compaction andmoisture control standards of this standard specification.

(6) The testing frequency in subsection (1) is based upon a ‘not one to fail’ basis and failure tocomply with the criteria in subsection (1) will result in the removal or reworking of the failedsection or further in-situ testing where compaction test results are within 2 percent of thespecified criteria.

(7) When a nuclear moisture density gauge is used to determine the in-situ density and moisturecontent of a pavement material, verification that the gauge’s density and moisture calibration

Standard specification No. 6 (Pavements) Part 7 Testing frequency—7.1 Material quality testsLogan Planning Scheme QPP version 3.0 October 2013 Ss6-11



Standard specification No. 6 (Pavements) Part 7 Testing frequency—7.3 Test locationsLogan Planning Scheme QPP version 3.0 October 2013 Ss6-12

equation are appropriate for the material type are undertaken by carrying out sand replacementtests as required in Section 3: Field Calibration Procedures of the Queensland Department ofTransport Nuclear Testing Manual—1991.

(8) The use of visual appraisal for determining the suitability of the calibration equation for aparticular material type is not undertaken until field calibrations on similar material are madeavailable to the local government for consideration.

(9) All retest results are submitted to the local government prior to the sealing of the pavementmaterial.

(10) Regardless of compliance with the testing, the pavement layer does not suffer deformationunder proof rolling as defined in section 5.4 of AS 3798:2007 Guidelines on earthworks forcommercial and residential developments.

7.3 Test locations

(1) Compaction test locations which are indicative of the general condition of the pavement areselected by the geotechnical testing authority.

(2) Only levels 1 or 2 type commissions of a geotechnical testing authority as defined in appendix B

of AS 3798:2007 Guidelines on earthworks for commercial and residential developments, areundertaken.

(3) A sample taken from the compacted pavement for material compliance testing is sampled froman area which is representative of the material quality and consistency.



Standard specification No. 7 (Concrete) 2014

Table of contents

PART 1

INTRODUCTION............................................................................................................ 1

1.1 Title................................................................................................................................ 1




PART 2 MATERIALS .................................................................................................................. 2

2.1 Materials........................................................................................................................ 2

2.2 Classes of concrete..................................................................................................... 2

2.3 Preliminary mixes ........................................................................................................ 3

2.4 Consistency.................................................................................................................. 3

2.5 Batching........................................................................................................................ 4

PART 3 SAMPLING AND TESTING........................................................................................... 5

3.1

Sampling and testing................................................................................................... 5

3.2 Delivery dockets .......................................................................................................... 5

3.3 Rejection ....................................................................................................................... 5

PART 4 PLACING AND COMPACTING .................................................................................... 6

4.1 Placing and compacting.............................................................................................. 6

4.2 Weather conditions...................................................................................................... 7

4.3 Placing time limit ......................................................................................................... 7

4.4 Placing under water ..................................................................................................... 8

4.5 Construction joints ...................................................................................................... 8

PART 5 FORMWORK AND FALSEWORK .............................................................................. 10

5.1 General ........................................................................................................................ 10

5.2 Falsework.................................................................................................................... 10

5.3

Formwork.................................................................................................................... 10

5.4 Formw ork for exposed surfaces .............................................................................. 11

5.5 Formw ork for hidden surface ................................................................................... 11

PART 6 FINISHING................................................................................................................... 12

6.1 Finishing ..................................................................................................................... 12

6.2 Removal of forms, falsework and centring ............................................................. 12

6.3 Curing.......................................................................................................................... 13

6.4 Dimensional tolerances............................................................................................. 13


7.1 Cost of testing ............................................................................................................ 15

PART 8 SHOTCRETE AND STONE PITCHING ...................................................................... 16

Standard specification No. 7 (Concrete)Logan Planning Scheme QPP version 3.0 October 2013 Pi



Part 1 Introduction

1.1 Title(1) This standard specification may be cited as Standard specification No. 7 (Concrete) 2014.







(1) This standard specification applies to work being engineering work involving the use of PortlandCement concrete and ordinary reinforced concrete and mass concrete.





(c) is not defined in this standard specification or the contract, has the meaning given inaccordance SC1.2 Administrative definitions of Schedule 1 of the planning scheme.


(a) is defined in this standard specification, has the meaning given in this standardspecification; and



Standard specification No. 7 (Concrete) Part 1 Introduction–1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss7-1



Part 2 Materials

2.1 Materials

(1) Unless otherwise stated, all concrete is composed of Portland Cement, fine aggregate, coarseaggregate, additives if approved and water proportioned and mixed as specified in this standardspecification and AS 1379-2007 and Supp 1-2008 Specification and supply of concrete.

(2) All cement used:

(a) is Type GP Portland Cement of approved brand and Australian manufacture, unlessotherwise stated;

(b) complies with AS 1379-1997 Specification and supply of concrete, AS 1379-1997/Amdt1-2000 Specification and supply of concrete.

(3) Water is free from matter harmful to concrete and complies with AS 1379-1997 Specificationand supply of concrete, AS 1379-1997/Amdt 1-2000 Specification and supply of concrete.

(4) Fine aggregate consists of:

(a) natural sand or, a combination of natural and manufactured sand containing not less than50 percent natural sands;

(b) particles which are clean hard and durable and comply with AS 2758.1-1998 Aggregatesand rock for engineering purposes - Concrete aggregates.

(5) Coarse aggregate:

(a) is a maximum size of 40mm and consists of clean, durable, uncrushed gravel, crushedstone, or combinations thereof;

(b) is free from coatings of clay or dirt, organic and other deleterious matter;

(c) complies with AS 2758.1-1998 Aggregates and rock for engineering purposes - Concreteaggregates.

(6) Fly ash may be used in concrete if:

(a) an intention to use fly ash either separately or as blended cement is notified to the localgovernment together with the proposed proportions when details of the mix design aresubmitted;

(b) fly ash complies with AS 3582.1-1998 Supplementary cementitious materials for use withportland and blended cement - Fly ash (incorporating Amdt 1-1999) and is obtained froman approved source;

(c) fly ash is used in accordance with AS 3582.1-1998 Supplementary cementitious materialsfor use with portland and blended cement - Fly ash (incorporating Amdt 1-1999).

(7) Admixtures in concrete are used only with the written approval of the local government andcomply in all ways with AS 1478.1-2000 Chemical admixtures for concrete, mortar and grout -

Admixtures for concrete.

(8) Calcium chloride is not used as an admixture.

(9) Where air entrainment is allowed, the air content is within the range 3 to 5 percent and asuitable air content gauging device is available so that the air content of the freshly mixedconcrete is accurately determined and recorded.

2.2 Classes of concrete

(1) Concrete is classified in accordance with AS 1379-2007 and Supp 1-2008 Specification andsupply of concrete.

(2) The minimum cementitious content and maximum water/cementitious ratio shall be as shown in

Table 2.2.1 Minimum cementitious content for the strength grade shown in the drawings.

Standard specification No. 7 (Concrete) Part 2 Materials–2.1 MaterialsLogan Planning Scheme QPP version 3.0 October 2013 Ss7-2



Table 2.2.1 Minimum cementitious content

Exposureclassification

Minimumcementitious content(kg/m3)

Maximum watercementitious ratio

Strength grade (Mpa)

B1 320 0.56 32

B2 390 0.46 40

C 450 0.4 50

2.3 Preliminary mixes

(1) If insufficient history is available for the specified mix from an approved supplier, preliminarymixes for all grades of concrete are designed, made and tested.

2.4 Consistency

(1) The consistency and workability of concrete is such that:(a) it complies with the limits specified in Table 2.4.1—Slump values for plain and reinforced

concrete of this standard specification;

(b) can be handled and transported without segregation and can be placed, worked andcompacted to achieve the desired finish and quality into all corners, angles and narrowsections of forms and around reinforcement.

(2) The consistency of the concrete is checked by use of a slump cone in accordance with AS1012.1-1993 Methods of testing concrete - Sampling of fresh concrete .

(3) No extra water is added to the concrete on site unless:

(a) the amount of the water being added is measured and recorded;

(b) the concrete is thoroughly remixed and a slump test taken to ensure the consistency is

still within the specified limits in this standard specification.

Standard specification No. 7 (Concrete) Part 2 Materials–2.3 Preliminary mixesLogan Planning Scheme QPP version 3.0 October 2013 Ss7-3



Table 2.4.1—Slump values for plain and reinforced concrete

Characteristic strength (Mpa)/Application Target Slump range

20/Cast Insitu 70 - 120





32 - 50/Pumped concrete 100 - 150

32 - 50/Sprayed concrete Slump to suit equipment

32 - 50/Extruded concrete Slump to suit equipment

32 - 50/Tremie concrete 150 - 180 in dry conditions or 180 - 220 inwet conditions

32 - 50/Precast concrete elements 80 - 180

2.5 Batching

(1) Concrete is not batched onsite.

(2) Ready mixed concrete is supplied by a manufacturer:

(a) approved by the local government;

(b) which has an accredited quality assurance system.

(3) The production, delivery and testing of ready mixed concrete is carried out in accordance with

the requirements of AS 1379-2007 and Supp 1-2008 Specification and supply of concrete,except as otherwise specified.

Standard specification No. 7 (Concrete) Part 2 Materials–2.5 BatchingLogan Planning Scheme QPP version 3.0 October 2013 Ss7-4





Part 4 Placing and compacting

4.1 Placing and compacting

(1) All concrete is placed in dry conditions and no concrete is placed until the formwork, falsework,and reinforcing materials have been inspected and approved by the local government.

(2) Concrete is placed in a continuous manner between approved construction joints so as to avoidplacement against concrete which has taken an initial set.

(3) Any troughs and chutes used as aids in placing concrete are arranged and used in a mannerthat does not cause segregation.

(4) Water is not used to facilitate the movement of concrete along troughs or chutes but all troughsand chutes are kept clean and free of coating of hardened concrete by flushing thoroughly withwater which is discharged well clear of concrete in place.

(5) Pneumatic placers and concrete pumps are only used if:


(b) the equipment is arranged so that freshly placed concrete is not damaged by vibration;

(c) the delivery end of the pipe terminates in a fitting of an approved design which preventsthe segregation of the concrete;

(d) after the completion of any concreting operations, the equipment is thoroughly cleaned.

(6) Concrete is not dropped from a height exceeding 1.5 metres or in such a manner so as to causesegregation or loss of material.

(7) After the initial set of the concrete, the forms are not jarred and no strain is placed on the endsof projecting reinforcing bars.

(8) All concrete is thoroughly compacted during and immediately after depositing.

(9) Concrete other than no-fines concrete is compacted with high frequency internal vibrators in the

manner described in this standard specification.

(10) Hand compaction in lieu of mechanical vibration is allowed only on works as an emergencymeasure when approved by the local government.

(11) External form vibrators are not permitted.

(12) Internal vibrators:

(a) are of a type, capable of transmitting vibration to the concrete at frequencies of not lessthan 8000 impulses per minute at such an intensity as to visibly effect a 25mm slumpconcrete at a radius of 300mm;

(b) for grades of concrete of N32 and stronger are capable of transmitting vibration to theconcrete at frequencies of not less than 12000 impulses per minute at such an intensityas to visibly effect a zero slump concrete at a radius of 300mm;

(c) are of sufficient number to properly compact each batch immediately after it is placed inthe forms where the minimum number of vibrators provided depends on the rate ofplacing concrete but in no case are there less than 1 vibrator for each 4 cubic metres ofconcrete or part thereof placed per hour, with a minimum of 2 vibrators;

(d) are used such that:

(i) a vibrator is inserted into the concrete at successive positions not more than450mm apart and vibration continues at each position until air bubbles cease toemerge when it is then withdrawn slowly;

(ii) a vibrator is inserted so as to thoroughly compact the concrete around thereinforcement and embedded fixtures and into the corner and angles of the forms;

(iii) vibration is applied at the point of deposit and in the area of freshly deposited

concrete;

Standard specification No. 7 (Concrete) Part 4 Placing and compacting–4.1 Placing and compactingLogan Planning Scheme QPP version 3.0 October 2013 Ss7-6



(iv) where more than one layer is being placed in a continuous operation, the vibratoris inserted through the layer into the layer below;

(v) vibration is not applied to sections or layers of concrete which have hardened tothe degree that the concrete ceases to be plastic under vibration;

(vi) vibration is not applied directly to reinforcement.

4.2 Weather conditions

(1) Where the ambient temperature is likely to exceed 30°C, all practical precautions are taken tomaintain the concrete at a temperature not exceeding 30°C at the time of placing to preventshrinkage, settlement and presetting cracks, including:

(a) the placement of the concrete at a time of day when the concrete temperature is likely tobe below 30°C;

(b) the shading of aggregate stockpiles;

(c) the addition of chilled water to the concrete;

(d) the insulating or burying of pipe lines;

(e) the painting of water tanks white;(f) the cooling of formwork by damping with water sprays;

(g) the shading of work areas;

(h) the erection of wind breaks;

(i) a reduction in the time for placing and finishing;

(j) the application of an evaporation retardant such as aliphatic alcohol.

(2) No concrete with a temperature higher than 30°C is placed unless otherwise approved by thelocal government.

(3) No concrete is placed when the shade temperature is likely to be less than 5°C during or within2 hours of placement.

4.3 Placing time limit

(1) Ready mixed concrete is placed and compacted within 1 hour 15 minutes of charging the mixerfor concrete temperatures up to 30°C and within 30 minutes of charging the mixer.

(2) The quantity of concrete delivered and the timing of delivery is such that the placing operation iscontinuous.

Standard specification No. 7 (Concrete) Part 4 Placing and compacting–4.2 Weather conditionsLogan Planning Scheme QPP version 3.0 October 2013 Ss7-7



4.4 Placing under water

(1) Concrete is only placed under water if:


(b) where the conditions are such that cofferdams or cylinders can be sealed only by placingconcrete under water, the work is carried out under the immediate supervision of the localgovernment;

(c) the quantity of cement in the concrete is increased by 10 percent above the minimumcement quantity for the approved mix;

(d) concrete is not placed in running water and cofferdams or cylinders are sufficiently tight tomaintain still water at the location of the placement;

(e) the pumping has ceased and the water level is constant when placement commences;

(f) the concrete is placed carefully in a compact mass in its final position by a tremie or byother approved means;

(g) the concrete seals on the bottom of cylinders are not disturbed after being deposited and

the placing is regulated so as to continually maintain an approximately horizontal surfaceand no tamping or vibration takes place;

(h) when a tremie is used, it consists of a watertight tube fitted with a valve or other device sothat at no time does concrete in the tube come in contact with water when it is beingfilled;

(i) the means of supporting the tremie is such as to permit free movement of the dischargeend and to permit its being lowered rapidly when necessary to choke off or retard the flowof concrete;

(j) no water enters the tremie tube;

(k) the discharge end of the tremie tube is completely submerged in concrete at all times andthe tremie tube is always filled to a height to overcome the head of water;

(l) cofferdams or cylinders are not dewatered until at least 48 hours after the completion ofplacing the concrete seal;

(m) after dewatering, the top of the concrete seal has all laitance and weak concrete removedand is thoroughly scabbled and cleaned before subsequent placement of concrete.

4.5 Construction joints

(1) The use of construction joints shown on the approved drawings in the concrete work requiresthe prior approval of the local government.

(2) The edges of all construction joints which are exposed to view are carefully finished true to lineand level.

(3) At horizontal construction joints along all exposed faces, dressed timber strips approximately25mm square are attached to the inner face of the form and the surface of the lower concrete liftis stopped slightly above the lower edge of the strips so as to provide a uniformly straight edgealong the joint when the strips are removed prior to placing the next lift.

(4) The surface of the joint is prepared by removing all laitance and sufficient surface mortar toexpose the coarse aggregate, but leaving it firmly embedded in the mortar matrix, withoutundercutting, which is achieved by:

(a) the use of sand blasting techniques; or

(b) the use of wire brushes, hand tools and pneumatic tools; or

(c) the use of a “green cutting” technique whereby the surface laitance and mortar isremoved from partially hardened concrete by means of a high pressure combined air or

water jet directed through a single nozzle onto the concrete; or(d) the use of surface retarding agents followed by any of the above.

Standard specification No. 7 (Concrete) Part 4 Placing and compacting–4.4 Placing under waterLogan Planning Scheme QPP version 3.0 October 2013 Ss7-8



(5) Construction joints are dampened prior to the placement of the adjoining concrete.

(6) Membrane curing agents are not applied to the surface of any construction joint.

(7) The joint is cleaned of any foreign material and contaminants present prior to concreting thenext lift and the fit of forms along the construction joint is checked to ensure a mortar-tight joint.

Standard specification No. 7 (Concrete) Part 4 Placing and compacting–4.5 Construction jointsLogan Planning Scheme QPP version 3.0 October 2013 Ss7-9



Part 5 Formwork and falsework

5.1 General

(1) Formwork is in accordance with AS 3610-1995 Formwork for concrete, AS 3610-1995/Amdt 1-2003 Formwork for concrete, AS 3610 Supp 1-1990/Amdt 1-1995 Formwork for concrete(Supplement to AS 3610-1990), AS 3610 Supp 2-1996 Formwork for concrete - Commentary(Supplement to AS 3610-1995), AS 3610 Supp 2-1996/Amdt 1-2003 Formwork for concrete -Commentary (Supplement to AS 3610-1995), AS 3610 Supp 1-1995 Formwork for concrete -Blowhole and colour evaluation charts (Supplement to AS 3610-1995) and AS 3610.1-2010.

5.2 Falsework

(1) Drawings certified by a Registered Professional Engineer of Queensland for falsework aresupplied to the local government prior to any falsework being erected.

(2) Falsework which cannot be founded on a satisfactory footing is supported on piling which is

spaced, driven and removed in a manner approved by the local government.(3) Falsework may be supported on constructed portions of the substructure provided the structure

is not overstressed or rendered unstable.

(4) Allowance is made for a deflection during the placement of falsework.

5.3 Formwork

(1) All forms are built mortar tight and of sufficient rigidity to prevent distortion by the pressure ofthe concrete and other loads incident to the construction operations.

(2) Forms are:

(a) constructed and maintained so as to prevent warping and the opening of joints due toshrinkage of the timber;

(b) substantial and unyielding;

(c) designed and set so that the finished concrete conforms to the proper dimensions andcontours within the tolerances specified in Table 6.4.1( —Tolerances) of this standardspecification.

(3) The design of the forms takes into account the effect of vibration of the concrete as it is placed.

(4) When forms are re-used:

(a) their original shape, strength, rigidity, mortar tightness and surface smoothness ismaintained at all times;

(b) material previously used in formwork is cleaned off and oiled before re-use;

(c) warped timber is not used.(5) Forms which are unsatisfactory in any respect are not re-used.

(6) The formwork and reinforcing is inspected by the local government prior to the placing of theconcrete.

(7) All timber is free from knotholes, loose knots, cracks, splits, warps and other defects, whichwould affect the strength of the structure or the appearance of exposed surfaces.

(8) For narrow walls and columns where the bottom of the form is otherwise inaccessible, openingsare provided so that they may be cleaned before the placing of the concrete, and for purposesof compaction and inspection.

(9) All forms are treated with the lightest practical coating of release agent before the reinforcementis placed provided that the release agent is not placed on reinforcement or construction joints.

(10) All forms are set and maintained to the line and level designated and remain in place for theperiods specified in Table 6.2.1( —Times for removal of formwork) of this standard specification.

Standard specification No. 7 (Concrete) Part 5 Formwork and falsework–5.1 GeneralLogan Planning Scheme QPP version 3.0 October 2013 Ss7-10



(11) When forms appear to be unsatisfactory in any way, either before or during the placing ofconcrete, the work does not proceed until the defects have been corrected to the approval ofthe local government.

(12) Metal form ties are of an approved type and, if cast in, are constructed so as to permit theirremoval to a depth of at least 32mm from the face without injury to the concrete.

(13) Ordinary wire ties are not used.(14) Cavities left when the end fitting of ties are removed are as small as possible and are

subsequently filled with cement mortar and the surface left sound, smooth and uniform incolour.

(15) Form ties are located in a uniform and symmetrical pattern relative to the finished structure.

5.4 Formwork for exposed surfaces

(1) Plastic coated plywood, waterproof plywood, timber forms lined with tempered hardboard, orgood fitting unwarped metal formwork free from dents is used on exposed surfaces unlessotherwise specified and forms with damaged surfaces are not used for exposed surfaces.

(2) Joins between form sheeting are vertical or horizontal unless otherwise specified in the

approved drawings.

5.5 Formwork for hidden surface

(1) Standard metal forms or undressed timber may be used for surfaces that are not exposed in thefinished structure.

(2) All timber is shot edged or tongue and grooved.

Standard specification No. 7 (Concrete) Part 5 Formwork and falsework–5.4 Formwork for exposed surfacesLogan Planning Scheme QPP version 3.0 October 2013 Ss7-11



Part 6 Finishing

6.1 Finishing

(1) Concrete which is:(a) normally exposed to view is finished to Class 3 in accordance with AS 3610-1995

Formwork for concrete, AS 3610-1995/Amdt 1-2003 Formwork for concrete , AS 3610.1-2010 and is subject to colour control;

(b) not normally exposed to view is finished to Class 4 in accordance with AS 3610-1995Formwork for concrete, AS 3610-1995/Amdt 1-2003 Formwork for concrete, AS 3610.1-2010 and is not subject to colour control.

(2) All surfaces of concrete that are exposed to view in the completed structure are finished suchthat:

(a) immediately after the removal of forms, all fins and other projections are ground off, allpockets and honeycombs are cleaned and filled with a stiff cement mortar having the

same proportion of cement and sand as the original concrete, and the surface of thepatch is ground flush;

(b) decks are roughened slightly by brooming or other approved method before initial set;

(c) kerb and channel, invert crossings, vehicle crossings and industrial crossings are finishedwith an approved steel finishing tool;

(d) footpaths and pram ramps are finished with a wooden float and broomed.

6.2 Removal of forms, falsework and centring

(1) The removal of forms is carried out in accordance with AS 3600-2009 Concrete structures(incorporating Amdt 1-2002, Amdt 2-2004 and Amdt 1-2010).

(2) Forms are not removed from the concrete until the times specified for each type of formula inTable 6.2.1—Times for removal of formwork of this standard specification have elapsed fromthe placing of the concrete.

(3) If field operations are controlled by cylinder tests, the removal of forms and supports may beginwhen the strength reaches 70 percent of the specified 28 day strength.

(4) Forms are removed with care without hammering and wedging, and so as not to injure theconcrete or disturb the remaining supports.

(5) Centres are gradually and uniformly lowered in such a manner as to avoid injurious stress inany part of the structure.

(6) No load which may cause damage to the work is placed on or against any concrete.

Standard specification No. 7 (Concrete) Part 6 Finishing–6.1 FinishingLogan Planning Scheme QPP version 3.0 October 2013 Ss7-12



Table 6.2.1—Times for removal of formwork

Column 1Type of construction

Column 2Period

Bridge main falsework On attainment of 70 percent of the

specified 28 day cylinder strength,but not less than 7 days.

Other non-prestressed members 7 days

Underside of slabs less than 1.8mspan

3 days

Underside of slabs 1.8m span andover

7 days

Walls 24 hours

Column ( depending onslenderness)

1 to 2 days

Side of beams and all other parts 24 hours

6.3 Curing

(1) Concrete surfaces other than slabs are kept continually moist for a period of not less than 7days.

(2) Slabs are kept continually moist for a period of not less than 14 days.

(3) Concrete surfaces are kept moist by spraying with:

(a) an approved curing compound; or

(b) water sprays or wet sand in which case the surfaces are kept moist 24 hours a day forthe full period specified without any breaks at weekends or holidays.

(4) Curing is commenced immediately on completion of the finishing of exposed surfaces or within30 minutes of removal of the forms from other surfaces.

(5) The only curing compound which is used is a paraffin wax emulsion in water which is applied atthe rate recommended by the manufacturer and complies with AS 3799-1998 Liquid membrane-forming curing compounds for concrete.

(6) Slabs are sprayed with the compound as soon as possible after finishing and before plasticcracking occurs, and are then immediately covered.

(7) If the covering is lifted by wind or other action, the area uncovered is re-sprayed and thecovering replaced.

(8) Any curing compound used is compatible with any specified applied finish.(9) If curing was not applied efficiently, the local government may order the cutting of cores for the

testing of the concrete insitu, irrespective of whether test cylinders had been taken previouslyand irrespective of the test results on such cylinders.

(10) All finishing operations shall be completed prior to the application of any curing. The finishingoperations shall be such as to provide a dense surface free from visible surface cracking. Theconcrete surface shall be reworked as necessary to eliminate plastic cracking after the initial sethas taken place and before the commencement of curing.

6.4 Dimensional tolerances

(1) Where tolerances are not stated in the approved drawings for any individual structure or feature

thereof, deviations from established lines, grades and dimensions are not greater than the

Standard specification No. 7 (Concrete) Part 6 Finishing–6.3 CuringLogan Planning Scheme QPP version 3.0 October 2013 Ss7-13



tolerances listed in Table 6.4.1—Tolerances of this standard specification and are applied to thecompleted work.

(2) Forms are set and maintained so as to ensure completed work within the tolerance limits.

Table 6.4.1—Tolerances

Column 1Item measures Column 2Tolerance (mm)

Size of members or thickness of slab: +7mm –0

Cover of concrete over reinforcement: +7mm-3mm

Departure from place in exposed surfaces:

gradual:sudden:

+7mm in 3000mm-2mm

Departure from contract dimension where othertolerances do not apply:

0-20 metresOver 20 metres

+7mm+13mm

Standard specification No. 7 (Concrete) Part 6 Finishing–6.4 Dimensional tolerancesLogan Planning Scheme QPP version 3.0 October 2013 Ss7-14



Standard specification No. 7 (Concrete) Part 7 Contractual provisions–7.1 Cost of testingLogan Planning Scheme QPP version 3.0 October 2013 Ss7-15


7.1 Cost of testing

(1) The cost of testing the concrete in accordance with AS 3600-2009 Concrete structures(incorporating Amdt 1-2010),.is to be borne by the Contractor and is to be deemed to beincluded in the Contract Sum.



Part 8 Shotcrete and stone pitching

(1) Shotcrete and stone pitching shall be completed in accordance with Transport and Main RoadsTechnical Specification MRTS03 - Drainage, Retaining Structures and Protective Treatments.

Standard specification No. 7 (Concrete) Part 8 Shotcrete and stone pitchingLogan Planning Scheme QPP version 3.0 October 2013 Ss7-16



Standard Specification No. 8 (Minor concrete works) 2014

Table of contents

PART 1

INTRODUCTION............................................................................................................ 1

1.1

Tit le ................................................................................................................................ 1




PART 2 KERB AND CHANNEL ................................................................................................. 2

2.1 Kerb and channel ......................................................................................................... 2

2.2 Pavement under kerb and kerb and channel ............................................................ 2

2.3 Concrete for kerb and kerb and channel ................................................................... 2

2.4 Construct ion................................................................................................................. 2

2.5 Joint ing to exist ing kerb or kerb and channel .......................................................... 3

2.6 Kerb and channel cross ings....................................................................................... 3

PART 3

PATHS ........................................................................................................................... 4

3.1

Paths ............................................................................................................................. 4

PART 4 TRAFFIC ISLANDS AND MEDIANS AND HEADWALLS ........................................... 6

4.1 Traff ic islands and medians ........................................................................................ 6

4.2 Headwalls...................................................................................................................... 6

PART 5 CONTRACTUAL PROVISIONS.................................................................................... 7

5.1 Payment and measurement ........................................................................................ 7

PART 6 SUPPLEMENTARY SPECIFICATIONS FOR KERB AND CHANNELREHABILITATION PROJECTS .................................................................................... 8

6.1 Removal o f exist ing kerb and channel ...................................................................... 8

6.2 Preparation of gravel base.......................................................................................... 8

6.3 Subsoil drainage .......................................................................................................... 8

6.4

Pouring of new kerb, kerb and channel ..................................................................... 8

6.4.1 Machine poured kerb & channel................................................................ 8

6.4.2 Hand placed kerb and channel.................................................................. 8

6.5 Reinstatement .............................................................................................................. 8

6.5.1 Backfill behind kerb & channel .................................................................. 8

6.5.2 Backfill of pavement in front of kerb and channel ..................................... 9

6.6 Kerb adapters ............................................................................................................... 9

6.7 Rehabil itation at residential driveways ..................................................................... 9

Standard Specification No. 8 (Minor concrete works)Logan Planning Scheme QPP version 3.0 October 2013 Pi



Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard Specification No. 8 (Minor concrete works)2014.







(1) This standard specification applies to work being engineering work involving the use of cast in-situ concrete for minor concrete works:

(a) a kerb;

(b) a kerb and channel;

(c) a crossover;

(d) a path;

(e) a traffic island;(f) a headwall.










Standard Specification No. 8 (Minor concrete works) Part 1 Introduction–1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss8-1





(10) Notwithstanding the allowable tolerances, the invert of the channel is finished true to grade andalignment and channelling in which water is found to pond is not accepted and is removedimmediately.

(11) The allowable tolerance to kerb or kerb and channel is +10mm/-10mm on grade levels alwaysprovided that:

(12) the difference between the deviations from the correct levels at any two points 30 metres apartdoes not exceed 30mm;

(13) the deviation from a straight edge laid parallel to the centreline does not exceed 10mm in 3metres;

(14) crossfall is maintained within +/- 0.50 percent of the design;

(15) the allowable lateral tolerance is +50mm and –20mm relative to the pavement centreline, withpositive being in the direction to make the pavement wider.

(16) A concrete test per 100 lineal metres.

(17) The kerb or kerb and channel is inspected by the local government for damage at the pre-sealstage and any damaged sections are replaced as directed by the local government.

2.5 Jointing to existing kerb or kerb and channel

(1) The concrete kerb or kerb and channel joins neatly with the existing kerb or kerb and channelover a minimal transitional length of 2 metres.

2.6 Kerb and channel crossings

(1) A vehicular crossing of a verge for entry to a lot is constructed in accordance with standarddrawings IPWEAQ R-0050, IPWEAQ R-0051 or IPWEAQ R-0052 whichever is applicable.

(2) The foundation for a crossover is at least equivalent to that for kerb and channel in the samelocation as specified in section 2.2 (Pavement under kerb and kerb and channel) of thisstandard specification.

(3) A vehicular crossover of one lot does not encroach on the frontage of an adjacent lot.

(4) Concrete kerb ramps are provided at all locations where a concrete or paved path intersectswith a kerbed road.

(5) The kerb ramp is:

(a) a Type 1 kerb ramp which is constructed in accordance with standard drawing LCC 8-00314 where a concrete or paved path intersects with a kerbed road in a location wherethe requirements for a Type 2 Kerb Ramp is not met;

(b) a Type 2 kerb ramp which is constructed in accordance with standard drawing LCC 8-00315 where a concrete or paved path intersects with a kerbed roadway in a locationwhich is:

(i) in the immediate vicinity of a development involving more than one business

activity centre; or(ii) in the immediate vicinity of an educational establishment; or

(iii) in the immediate vicinity of a community facility; or

(iv) at any other location requested by people with disabilities and approved by thelocal government; or

(v) at a location identified as having a significant concentration of people withdisabilities residing within the area; and

(c) a Type 3 kerb ramp which is constructed in accordance with standard drawing LCC 8-00316 where the Type 2 kerb ramp criteria applies and the verge is fully paved orconcreted over its entire width.

Standard Specification No. 8 (Minor concrete works) Part 2 Kerb and channel—2.5 Jointing to existing kerb or kerband channelLogan Planning Scheme QPP version 3.0 October 2013 Ss8-3



Part 3 Paths

3.1 Paths

(1) A concrete path is constructed in accordance with standard drawing IPWEAQ R-0065 includingthe following:

(a) thickness:

(i) 100mm; or

(ii) 125mm at a residential driveway; or

(iii) 175mm at a commercial driveway; and

(b) concrete—grade N25 Mpa/20;

(c) reinforcement:

(i) F62; or

(ii) F72 for driveways;

(d) finish—broomed;(e) expansion joints—R12, 300mm long at 300mm centres centrally located.

(2) Foundations for a concrete path is thoroughly compacted by watering and rolling or rammingand are thoroughly damp, but not muddy, when concrete is placed thereon.

(3) No concrete is placed until the foundations have been approved by the local government.

(4) Contraction joints:

(a) are provided at centres matching the width of the footpath and not more than 3.0m;

(b) are formed by a jointing tool;

(c) do not exceed 35mm in depth or 6mm in width;

(d) are at right angles to the edge of the path.

(5) Expansion joints:

(a) are placed at 15 metre centres except for 2.0m footpath which can be 16m to matchdimension multiplier;

(b) are at right angles to the edge of the path;

(c) extend for the full depth of the concrete path and are 10mm in width.

(6) The expansion joint is filled with a double sided foam joint and is dowelled together with a R12(plain galvanised) bar 300 mm long centrally located and half the bar is greased and encased ina 20mm O.D. PVC sleeve with end cap. Dowels are placed 150mm off edge and at 300mmmaximum centres.

(7) Steel reinforcement is:

(a) a minimum of F62 grade;

(b) centrally placed;

(c) supported so that it does not touch the foundation at any point.

(8) The cross fall of the concrete path is 2.5 percent towards the kerb and channel as shown onstandard drawing LCC 8-00305 except that in the case where the level of the property at thealignment is level with or lower than that of the top of the kerb, the path is graded such that itachieves a level of at least 110mm above the top of the kerb within 1 metre of the propertyalignment.

(9) Table 3.1.1—Joint spacing reflects the contraction joint spacing and expansion requirements.

Standard Specification No. 8 (Minor concrete works) Part 3 Paths—3.1 PathsLogan Planning Scheme QPP version 3.0 October 2013 Ss8-4



Table 3.1.1—Joint spacing

Path width Contraction joint spacing Expansion

1.2 1.2 15

1.5 1.5 15

2.0 2.0 16

2.5 2.5 15

3.0 3.0 15

Standard Specification No. 8 (Minor concrete works) Part 3 Paths—3.1 PathsLogan Planning Scheme QPP version 3.0 October 2013 Ss8-5



Part 4 Traffic islands and medians and headwalls

4.1 Traffic islands and medians

(1) A semi mountable kerb is provided on a traffic island (adjacent to traffic signals and pedestriancrossings, where a barrier kerb is used), unless otherwise shown on the approved drawings.

(2) An infill that is not subject to traffic is in accordance with the following:

(a) thickness—100mm;

(b) concrete—N25 Mpa/20;

(c) finish—steel float and broom finish and texture coated with approved product to specifiedcolour and pattern.

(3) A raised kerbed island less than 12m2 or 2 metres wide between the kerb faces is constructed

with a 100mm thickness, N25 reinforced concrete on a compacted sand base.

(4) A raised kerb island greater than 12m2or 2 metres wide is:

(a) landscaped or provided with another suitable surface treatment;

(b) provided with a water service conduit at 80 metre intervals so that there is a minimum ofone service per median.

(5) If the fall across an island is greater than 1 in 4, the island is surfaced with concrete.

(6) If an island is landscaped:

(a) sub-soil drainage is connected to an underground drainage system;

(b) plastic sheeting is to be installed to extend 200mm below subgrade level and abovebitumen level in accordance with standard drawing IPWEAQ R-0141 (alternative 1).

(7) Expansion joints are installed to coincide with the cork joints in the kerb unless directedotherwise.

(8) Contraction joints are at 4 metre centres.

(9) Concrete median infills are founded on a minimum 50mm of compacted sand.

(10) Where a pedestrian crossing is proposed across a traffic island or a median, the traffic island ormedian is bisected to allow crossing at the level of the pavement.

4.2 Headwalls

(1) Precast headwall units are permissible unless otherwise specified.

(2) A cast insitu headwall is to be in accordance with Department of Main Roads drawing numbers1303, 1304, 1305 and 1306.

Standard Specification No. 8 (Minor concrete works) Part 4 Traffic islands and medians and headwalls—4.1 Trafficislands and mediansLogan Planning Scheme QPP version 3.0 October 2013 Ss8-6




5.1 Payment and measurement

(1) Measurement of kerb or kerb and channel is to be exclusive of any vehicle crossings, pramramps and precast backstones for stormwater gullies.

Standard Specification No. 8 (Minor concrete works) Part 5 Contractual provisions—5.1 Payment andmeasurementLogan Planning Scheme QPP version 3.0 October 2013 Ss8-7



Part 6 Supplementary specifications for kerb andchannel rehabilitation projects

6.1 Removal of existing kerb and channel

(1) Sections of existing kerb and channel identified as requiring replacement shall be removed anddisposed of off site.;

(2) The interface with existing kerb and channel shall be saw cut square to the kerb face to providea neat, straight cut surface. Chipping or spalling of the existing kerb will not be accepted.

(3) The kerb and channel shall be carefully removed to minimise disturbance to adjoining areasincluding pavement.

6.2 Preparation of gravel base

(1) The areas under the removed sections of kerb and channel shall be excavated to a minimum of

150mm and backfilled with class 2.1 gravel trimmed and compacted to 95 percent modifiedcompaction. Where directed this depth may be increased.

(2) The base shall be hard and free from deflection under loading.

6.3 Subsoil drainage

(1) Where an outlet can be achieved subsoil drainage shall be constructed under or directly behindback of kerb and channel.

(2) Reinstates existing subsoil drainage if damaged during work.

6.4 Pouring of new kerb, kerb and channel

6.4.1 Machine poured kerb & channel

(1) Where a kerb and channel machine is used to place the replacement kerb and channel, a20MPa kerb mix with maximum aggregate size of between 5mm and 10mm shall be used.

(2) A minimum slump of 12mm shall be adopted for this mix. The concrete shall be fully compactedand finished with a high strength sand/cement slurry to the profile as specified.

6.4.2 Hand placed kerb and channel

(1) Where the replacement kerb and channel is placed and finished by "hand" an N25/20 gradeconcrete shall be used with a minimum 40mm and maximum 80mm slump.

(2) The concrete shall be fully compacted with vibratory equipment, shaped and trowel finished to

match the profile of the adjoining kerb and channel or to a profile as otherwise specified.

(3) Transitions between different kerb types shall be done over a distance of at least 2.0 metres.

6.5 Reinstatement

6.5.1 Backfi ll behind kerb & channel

(1) When suitably cured, the kerb and channel shall be backfilled with a suitable granular material,compacted and finished with 50mm of topsoil and turfed with a minimum 'B' grade couch turf.Excavated pavement material may be reused as kerb backfill.

(2) The turfed area shall be maintained until the grass roots have established into the topsoil.

Standard Specification No. 8 (Minor concrete works) Part 6 Supplementary specifications for kerb and channelrehabilitation projects—6.1 Removal of existing kerb and channelLogan Planning Scheme QPP version 3.0 October 2013 Ss8-8



Standard Specification No. 8 (Minor concrete works) Part 6 Supplementary specifications for kerb and channelrehabilitation projects—6.6 Kerb adaptersLogan Planning Scheme QPP version 3.0 October 2013 Ss8-9

6.5.2 Backfi ll of pavement in front of kerb and channel

(1) When the kerb and channel has cured sufficiently, the pavement in front of the kerb shall bebackfilled with type 6 asphalt (20mm mix) in compacted layers of up to 80mm. Pavement backfillshall be finished 25mm below the lip of kerb and channel to allow for the subsequent overlay ofpavement.

6.6 Kerb adapters

(1) Proprietary kerb adapters shall be placed in the kerb and channel and securely fixed in placeusing either a high strength sand mortar or concrete.

6.7 Rehabilitation at residential driveways

(1) Where the kerb and channel is to be replaced at concrete driveways and there is a laid-backcrossover in the existing driveway, the crossover will be reinstated in accordance with the localgovernment standard drawings R0050, R0051 and R0052.

(2) Driveways shall be saw cut neatly and squarely at a point up to 1m from the existing invert of

kerb and channel (unless directed otherwise) and replaced with a new crossover consisting ofN25/20 concrete (minimum 40mm, maximum 80mm slump) 125mm thick with a single layer ofF72 mesh placed centrally and laid from invert to the cut face of the driveway, for the full widthof the existing driveway.

(3) Where the new kerb and channel at the drive way is mountable kerb (types M1 or M3) theexisting driveway shall be cut back a maximum of 300mm from back of kerb and channel andfinished to the top of the new M3 kerb and channel.

(4) All new slabs at driveways shall be dowelled horizontally, to existing driveway slab withgalvanised R12 dowels 300mm long at 300mm centres.





Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard specification No. 9 (Reinforcement) 2014.







(1) This standard specification applies to work being engineering work involving the use of bar andsteel wire fabric reinforcement in concrete, road transport infrastructure and incidental concreteconstruction.



(a) is defined in this standard specification has the meaning given in this standard

specification;





(b) is not defined in this standard specification, has the meaning given in accordance with SC1.2 Administrative definitions of Schedule 1 of the planning scheme.


Standard specification 9 (Reinforcement) Part 1 Introduction–1.1 Title

Logan Planning Scheme QPP version 3.0 October 2013 Ss9-1



Part 2 Materials for reinforcement

2.1 Materials for reinforcement

(1) All materials for reinforcement comply with:(a) AS ISO 1302-2005 Geometrical product specifications (GPS) - Indication of surface

texture in technical product documentation: Steel reinforcing bar ;

(b) AS/NZS 4671:2001 Steel reinforcing materials (Amdt 1 see DR 02474): Hard-drawn steelreinforcing bar ;

(c) AS/NZS 4671:2001 Steel reinforcing materials (Amdt 1 see DR 02474): Reinforcing wirefabric;

(d) AS 3600-2009 Concrete structures (incorporating Amdt 1-2010): Concrete structurescode;

(e) ASTM C1116 Standard Specification for Fibre Reinforced Concrete and Shotcrete.

(2) The manufacturer’s test certificates are provided to the local government.(3) Where specified in the approved drawings, reinforcement is galvanised to AS/NZS 4680:2006

Hot-dip galvanized (zinc) coatings on fabricated ferrous articles and AS/NZS 4792:2006 Hot-dipgalvanized (zinc) coatings on ferrous hollow sections, applied by a continuous or a specializedprocess, and the galvanised reinforcing bars are passivated in a 0.2 percent sodium dichromatesolution applied by the galvaniser.

Standard specification No. 9 (Reinforcement) Part 2 Materials for reinforcement–2.1 Materials forreinforcementLogan Planning Scheme QPP version 3.0 October 2013 Ss9-2



Part 3 Protection

3.1 Protection

(1) The reinforcement is protected from damage at all times.(2) During storage, reinforcement is stacked in racks or on timber above ground and kept clear of

any contamination.

(3) If accidental contamination occurs, the reinforcement is cleaned as specified in section 4.1(Cutting and bending) of this standard specification.

Standard specification No. 9 (Reinforcement) Part 3 Protection–3.1 ProtectionLogan Planning Scheme QPP version 3.0 October 2013 Ss9-3



Part 4 Cutting and bending

4.1 Cutting and bending

(1) Reinforcement is free of kinks or other unwanted deformations and is cut to length and bent inaccordance with the approved drawings.

(2) Fabric reinforcement shipped in rolls, is straightened into flat sheets before use.

(3) All bends in the reinforcement are made in accordance with AS 3600-2009 Concrete structures(incorporating Amdt 1-2010), unless otherwise shown in the approved drawings.

(4) If a deformed bar has been bent and subsequently bent in the reverse direction or straightened,it is not bent again within 20 bar diameters of the previous bend.

(5) After cutting and bending, bars are bundled or stored in a manner which permits clearidentification of their bending schedule mark.

(6) Reinforcement is only bent hot on the site if:

(a) authorised by the local government;(b) the steel is heated uniformly through and beyond the portion to be bent;

(c) the temperature does not exceed 600oC;

(d) approved temperature indicating crayons or equivalent are used to determine thetemperature;

(e) the bar is not cooled by quenching or compressed air blast;

(f) the design yield strength of the steel after bending is taken as 250 Mpa if the temperatureof the bar exceeds 450

oC.

(7) Reinforcement is fabricated to the shape and dimensions shown in the approved drawings andwithin the following tolerances:

(a) on any overall dimension for bars and fabric except where used as a fitment:(i) length up to 600mm, 25mm, +0; or

(ii) length over 600mm, 40mm, +0; or

(b) on any overall dimension of bars or fabric used as a fitment:

(i) for deformed bars and fabric, 15mm, +0; or

(ii) for plain round bars and wire, 10mm, +0; or

(c) on the overall offset dimension of a cranked column bar -0,+10mm; or

(d) for the sawn or machined end of a straight bar intended for use as an end-bearing splice,the angular deviation from square measured in relation to the end 300mm is within2 degrees.

Standard specification No. 9 (Reinforcement) Part 4 Cutting and bending–4.1 Cutting and bendingLogan Planning Scheme QPP version 3.0 October 2013 Ss9-4



Part 5 Surface condition of reinforcement

5.1 Surface condition of reinforcement

(1) At the time concrete is placed, reinforcement is free from mud, oil, grease, other non-metalliccoatings and loose rust which reduces the bond between the concrete and the reinforcement.Rust is not deemed to be loose if on rubbing with the thumb it leaves only a stain.

(2) A deformed bar complying with AS ISO 1302-2005 Geometrical product specifications (GPS) -Indication of surface texture in technical product documentation, or a welded wire fabriccomplying with AS/NZS 4671:2001 and Amdt 1-2003 Steel reinforcing materials, which havemill scale, rust or both, are deemed to comply if, for a specimen which has been wire-brushedby hand, the dimensions of cross-section, including the height of deformations and the mass,are not less than the dimensions and mass required by AS ISO 1302-2005 Geometrical productspecifications (GPS) - Indication of surface texture in technical product documentation, or AS/NZS 4671:2001 and Amdt 1-2003 Steel reinforcing materials, as applicable.

(3) Any reinforcement projecting from a previous concreting operation is cleaned free of adhering

concrete or loose slurry prior to any further embedment.(4) Reinforcement which has been submerged by tidal or flood water is cleaned with a high

pressure fresh water jet prior to pouring concrete.

Standard specification No. 9 (Reinforcement) Part 5 Surface condition of reinforcement–5.1 Surface conditionof reinforcementLogan Planning Scheme QPP version 3.0 October 2013 Ss9-5



Part 6 Placing and fixing

6.1 Placing and fixing

(1) Reinforcement is placed in position as shown in the approved drawings.(2) In the case of bar reinforcement, the bars are tied together by wiring, with each intersection

using annealed wire not less than 1.25mm in diameter or such other appropriate fasteningdevice as may be approved by the local government, provided that where the bar spacing is300mm or less, alternate intersections only need to be tied.

(3) Clearance from the form is maintained by use of an approved chair.

(4) The shape of the chair is such that there is minimum obstruction to the formation of thehomogeneous concrete both within and around the chair.

(5) Tubular or cylindrical types of chairs are not used.

(6) Bar chairs that are suitable for soffit use only are not used against side forms.

(7) Bar chairs are of sufficient structural strength to support the weight of reinforcement andworkmen at the temperatures experienced on the site.

(8) Plastic tipped metal chairs are not approved for any locations other than those where theloading on the chairs is such that there is no possibility of the metal on the tips of the feet of thechairs becoming exposed.

(9) Precast mortar blocks are not used.

(10) Blocks manufactured from vibrated concrete of strength equivalent to that of the main concreteare used if:

(a) the size and shape is approved by the local government;

(b) the blocks have suitable fixing wires cast in.

(11) Layers of bars are separated by means of approved bar spacers.

(12) Stirrups and ligatures pass around the main reinforcement and are securely tied to it.

(13) The system of fixing forms a rigid cage which maintains dimensional tolerances under the loadsexperienced during the placement of concrete.

(14) The welding of reinforcement to form a rigid cage is used if:


(b) the welding is in accordance with AS/NZS 1554.3:2008 Structural steel welding - Weldingof reinforcing steel;

(c) the tack welds:

(i) do not substantially reduce the cross-section of the reinforcing steel nor adverselyaffect its strength;

(ii) have a throat thickness not less than 4mm;

(iii) have a length not less than the diameter of the smaller bar;

(d) the welding is not carried out within 75mm of any portion of a bar which has been bent orwill be bent;

(e) not more than one-third of the main reinforcement at any cross-section is so welded;

(f) hard drawn wire and fabric reinforcement are not welded or heated.

Standard specification No. 9 (Reinforcement) Part 6 Placing and fixing–6.1 Placing and fixingLogan Planning Scheme QPP version 3.0 October 2013 Ss9-6



Part 7 Tolerance on posi tion of reinforcement

7.1 Tolerance on posi tion of reinforcement

(1) The deviation from the specified position of reinforcement and tendons do not exceed:(a) for positions controlled by cover:

(i) in beams, girders, slabs, columns and walls, –5mm and +10mm;

(ii) in slabs-on-ground including footings of walls and culverts, –10mm and +20mm;

(iii) in footings cast in the ground where the depth of the footing is 500mm or more, –20mm and +40mm;

(b) for positions not controlled by cover:

(i) the location of reinforcement on a profile, 10mm;

(ii) the position of the ends of reinforcement along the line of the bar, 50mm;

(iii) the spacing of bars in walls and slabs and of fitments in beams and columns,whichever is the greater of:

(A) 10 percent of the specified spacing; or

(B) 15mm, whichever is the greater.

Standard specification No. 9 (Reinforcement) Part 7 Tolerance on position of reinforcement–7.1 Tolerance onposition of reinforcementLogan Planning Scheme QPP version 3.0 October 2013 Ss9-7



Part 8 Splicing

8.1 Splicing

(1) The splicing of reinforcement occurs only in the locations shown in the approved drawings.(2) Where practical, splices in bar reinforcement are staggered.

(3) Reinforcement is spliced by lapping, welding or approved mechanical splices.

(4) Fabric reinforcement is lap spliced only.

(5) The length of lap splices in bar reinforcement is as shown in the approved drawings.

(6) All reinforcement is spliced to maintain a specified clear cover to the surface of the concrete.

(7) Splicing of fabric reinforcement is achieved so that the two outermost transverse wires of onesheet of fabric overlap the outermost transverse wire of the sheet being lapped.

(8) The splicing of bar reinforcement by welding only occurs if:


(b) all welding of reinforcement is carried out in accordance with AS/NZS 1554.3:2008Structural steel welding - Welding of reinforcing steel;

(c) all welding electrodes used comply with AS/NZS 1553.1:1995 Covered electrodes forwelding - Low carbon steel electrodes for manual metal-arc welding of carbon steels andcarbon-manganese steels or AS/NZS 2717.1:1996 Welding - Electrodes - Gas metal arc -Ferritic steel electrodes;

(d) splices are made by butt or by fillet welding where butt welds are qualified completepenetration joints in accordance with AS/NZS 1554.3:2002 Structural steel welding -Welding of reinforcing steel, AS/NZS 4856-2006 and AS/NZS 4857-2006 ;

(e) welders who are proved competent by tests, and are approved in writing by the localgovernment are used;

(f) each welder proposed to be used for the splicing of bar reinforcement by welding istested with 2 pieces such that:

(i) each test piece is 300mm long with a joint of the type proposed to be used at thecentre;

(ii) test pieces are prepared from the same size and grade of reinforcement as that tobe welded on the job;

(iii) welding of test pieces is carried out on the job;

(iv) welding of test pieces is carried out using the equipment and consumables to beused on the job and the least advantageous welding position likely to beexperienced in the works;

(v) all information regarding the welding of test pieces required by the local

government is provided to the local government;(vi) one test piece is tested in tension;

(vii) the tensile test piece when ruptured under tensile load allows an ultimate strengthat least equal to that of the parent metal;

(viii) the other test piece is tested as described in AS/NZS 1554.3:2002 Structural steelwelding - Welding of reinforcing steel, AS/NZS 4856-2006 and AS/NZS 4857-2006;

(ix) the testing is conducted by an approved laboratory;

(x) in the event of the failure of any of the test pieces to meet the above requirements,4 further test pieces are made and tested;

(xi) two of the test pieces are tested in tension and the remaining two in bending;

(xii) if any of the re-tests fail, the welder is deemed to have failed the test and is notused on the work.

Standard specification No. 9 (Reinforcement) Part 8 Splicing–8.1 SplicingLogan Planning Scheme QPP version 3.0 October 2013 Ss9-8



Part 9 Substitutions

9.1 Substitutions

(1) Different sizes of reinforcement are only substituted if the structure is not adversely affected bythe change and an application for the approval of the substitution is made at least 4 weeksbefore the day on which the reinforcement is to be placed.

Standard specification No. 9 (Reinforcement) Part 9 Substitutions–9.1 SubstitutionsLogan Planning Scheme QPP version 3.0 October 2013 Ss9-9



Part 10 Fibre reinforcement

10.1 Fibre reinforcement

(1) Fibre reinforcement is only incorporated into the works if:(a) approved by the local government;

(b) it meets all the requirements of ASTM C1116 Standard Specification for Fibre ReinforcedConcrete and Shotcrete;

(c) it is used in accordance with the manufacturer’s specifications;

(d) it is polypropylene fibre;

(e) it is not used to replace structural reinforcement.

Standard specification No. 9 (Reinforcement) Part 10 Fibre reinforcement–10.1 Fibre reinforcementLogan Planning Scheme QPP version 3.0 October 2013 Ss9-10



Standard specification No. 9 (Reinforcement) Part 11 Contractual provisions–11.1 SubstitutionLogan Planning Scheme QPP version 3.0 October 2013 Ss9-11


11.1 Substitution

(1) If different sizes of reinforcement are substituted in accordance with section 9.1 (Substitutions) of this standard specification, the Contractor is not entitled to any additional payment as a resultof the substitution.


(1) Reinforcement quantities is to be determined as follows:

(a) for bar reinforcement, the quantity in tonnes is to be the calculated mass of the varioussizes of each grade of bar (plain or deformed) as shown on the approved drawings andincorporated in the reinforcement;

(b) where a continuous bar or welded or other type of splice is used instead of a lappedsplice, the mass will be calculated as for a lapped splice;

(c) the mass is to be calculated from Table 11.2.1—Unit mass of reinforcement of thisstandard specification;

(d) for wire fabric reinforcement:

(i) where scheduled, measurement is to be in square metres, as shown on theapproved drawings and incorporated in the reinforcement; or

(ii) where not scheduled, the mass of fabric reinforcement will be included with barreinforcement;

(e) no allowance will be made for laps.

Table 11.2.1—Unit mass of reinforcement

Bar Size

(mm)

Mass

(kg/m)

10 0.62

12 0.89

16 1.58

20 2.47

24 3.55

28 4.83

32 6.31

36 7.99

40 9.86



Standard specification No. 10 (Provision for traffic) 2014

Table of contents

PART 1

INTRODUCTION............................................................................................................ 1

1.1 Title................................................................................................................................ 1




PART 2 TRAFFIC CONTROL..................................................................................................... 2

2.1 Traffic management plan ............................................................................................ 2

2.2 Traffic control devices................................................................................................. 2

2.3 Detouring of traffic....................................................................................................... 2

2.4 Entrances to private propert ies .................................................................................. 2

2.5 Dust control .................................................................................................................. 3

2.6 Pedestrian movements................................................................................................ 3

2.7

Traff ic con tro ller quali fications .................................................................................. 3 2.8 Temporary pavement marking.................................................................................... 3

2.9 Maintenance outside normal working hours ............................................................ 3

2.10 Side-tracks.................................................................................................................... 3

PART 3 CONTRACTUAL PROVISIONS.................................................................................... 5

3.1 Speed limits .................................................................................................................. 5

3.2 Detouring of traffic....................................................................................................... 5

3.3 Maintenance outside working hours ......................................................................... 5

PART 4 PERMANENT LINE MARKING..................................................................................... 6

Standard specification No. 10 (Provision for Traffic) Part 1 Introduction–1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Pi



Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard specification No. 10 (Provision for Traffic)2014.







(1) This standard specification applies to work being engineering work involving the control ofvehicle and pedestrian traffic.



(a) is defined in this standard specification has the meaning given in this standard

specification;





(b) is not defined in this standard specification, has the meaning given in accordance SC1.2 Administrative definitions of Schedule 1 of the planning scheme.


Standard specification 10 (Provision for Traffic) Part 1 Introduction–1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss10-1



Part 2 Traffic control

2.1 Traffic management plan

(1) A traffic management plan for the works is provided to the local government prior to thecommencement of the work which:

(a) sets out the safety measures, signs, speed limits and personnel which will be involved inmaintaining the protection and control of vehicular and pedestrian traffic for the durationof the works;

(b) complies with the requirements of the Queensland Manual of Uniform Traffic ControlDevices (QMUTCD) and any statutory requirements.

(2) Work which is likely to reduce traffic flow:

(a) is carried out between 9.30 am and 2.30 pm only;

(b) is organised so as to cause minimum disruption to pedestrians and access to adjacentpremises;

(c) ensures that one lane of traffic under traffic control remains open at all times across aroad.

(3) Any variation to the traffic management plan made during the work, is provided to the localgovernment.

2.2 Traffic control devices

(1) A traffic control device:

(a) complies with the requirements of the QMUTCD;

(b) is maintained in an effective and clean condition at all times;

(c) is placed in accordance with the requirements of the QMUTCD.(2) A traffic control device which is damaged or worn, or which does not conform to the standard

specification is not used.

2.3 Detouring of traffic

(1) If traffic is to be detoured away from the work via an existing road:

(a) the arrangements are to be approved by the local government;

(b) the arrangements are to provide for:

(i) matters as the issuing of public notices in respect of the detour, any repair orupgrading work which may be required prior to the detouring of traffic on the roadsconcerned;

(ii) the maintenance of the roads concerned during the detour period;

(iii) the inspection of the route for adequacy for the entire length of the detour;

(iv) any restoration work which may be necessary following cessation of the detourperiod.

2.4 Entrances to private properties

(1) The work is carried out in a manner so that an existing entrance to premises affected by thework are either maintained in a useable condition during the period of the work or alternativeentrance arrangements are made which are acceptable to the residents concerned.

(2) The work does not block an entrance to premises for a period exceeding 24 hours.

(3) Any damage to an entrance to premises is made good at the completion of the work.

Standard specification No.10 (Provision for Traffic) Part 2 Traffic control–2.1 Traffic management planLogan Planning Scheme QPP version 3.0 October 2013 Ss10-2



2.5 Dust control

(1) Adequate precautions are taken to minimise dust or dust-related conditions which may affectthe safety and general comfort of any person.

(2) Regular applications of water or other palliative measures are carried out along the sections of

the work and side-tracks traversed by the travelling public.

(3) Measures are taken to minimise dust or rectify any structures affected by dust.

2.6 Pedestrian movements

(1) Pedestrian traffic is to be provided for in accordance with the requirements of the QMUTCD.

(2) Where pedestrian traffic has to cross the work site, appropriately constructed and protectedcrossings are provided.

(3) Signs and warning lamps are to be installed and adequate illumination provided to identify andilluminate pedestrian access.

2.7 Traffic controller qualifications

(1) Where a traffic controller is used to control traffic around or through the works, the trafficcontroller is trained and certified in accordance with the Queensland Transport’s “Code of

Practice for Traffic Controllers”.

2.8 Temporary pavement marking

(1) Temporary pavement markings are provided in accordance with a traffic management plan.

(2) Temporary pavement markings comply with the QMUTCD, using a proprietary brand removablereflective tape.

(3) Temporary pavement markings are to be maintained during the works and removed at the end

of the works.(4) Details of proposed temporary pavement markings are submitted to the local government for

approval at least two working days prior to the proposed installation of the temporary pavement.

2.9 Maintenance outside normal working hours

(1) A traffic control device and side-track is inspected outside normal working hours to ascertain itseffectiveness and any corrective action that is necessary in respect of the traffic control deviceor side-track is carried out immediately.

2.10 Side-tracks

(1) Where a side-track is constructed to divert traffic around the work:

(a) a side-track is aligned, formed, graded and drained so as to provide for safe, comfortablepassage of vehicles at the indicated speed limit with a surface crossfall not less than 4percent ;

(b) not less than 6m vertical clearance is provided from the trafficked surface to anyoverhanging obstacle;

(c) the widening of a side-track is provided at crests, transitions and curves;

(d) if the normal width of the side-track is less than 6 metres, suitable passing facilities, notless than 30 metres in length and providing an available width of not less than 6m, arelocated at minimum intervals of 800 metres along the side-track and at locations whereconditions are such that the sight distance is effectively greater than 100 metres;

(e) if a waterway is encountered along the route of the side-track:

Standard specification No.10 (Provision for Traffic) Part 2 Traffic control–2.5 Dust controlLogan Planning Scheme QPP version 3.0 October 2013 Ss10-3






3.1 Speed limits

(1) The Contractor is not to impose a restricted speed limit on traffic on the Site without theapproval of the Superintendent, which approval is to be sought at least 21 days prior to theproposed imposition of the restricted speed limit.

3.2 Detouring of traffic

(1) The Contractor is to only detour traffic on the Site, if the Contractor has:

(a) provided the Superintendent with details of the proposed detour within seven days ofcommencement of the detour;

(b) obtained the Superintendent’s approval to detour traffic prior to the commencement ofdetouring.

3.3 Maintenance outside working hours

(1) Prior to the commencement of work under the Contract, the Contractor is to notify theSuperintendent of the name, address and telephone number of a supervisor who can becontacted at any time and who has the authority to carry out immediate repairs to andmaintenance of traffic control devices and side-tracks.

(2) If the supervisor nominated by the Contractor is replaced, the Contractor is to immediately notifythe Superintendent of the new supervisor’s name, address and telephone number.

Standard specification No.10 (Provision for Traffic) Part 3 Contractual provisions–3.1 Speed limitsLogan Planning Scheme QPP version 3.0 October 2013 Ss10-5



Standard specification No.10 (Provision for Traffic) Part 4 Permanent line marking–3.3 Maintenance outsideworking hoursLogan Planning Scheme QPP version 3.0 October 2013 Ss10-6

Part 4 Permanent line marking

(1) Work shall include the following:

(a) all longitudinal line markings;

(b) transverse lines and other markings, including but not limited to:(i) diagonal and chevron markings;

(ii) messages on the pavement including words, numerals, arrows and symbols.

(2) The removal of painted road markings, unless otherwise approved by the local government,shall be carried out with abrasive blasting techniques and/or cold planning/grinding. TheContractor shall remove the nominated road markings as specified on the drawings regardlessof the colour, number of coats, type and age of paint. Blasting shall be carried out until at least90 percent of the original areas of each road marking have been removed.

(3) The Contractor shall clean up and remove from the roadway all materials and debris from theoperations and leave the roadway clear for use by the public.

(4) Beads shall be applied uniformly to all markings and shall be applied to the paint prior to the

surface skinning to produce an uniform, properly bonded coverage over the entire marking.(5) The minimum application rates for the paint and glass beads is specified in Table 4.1—

Application rate for beads and paint

Table 4.1—Application rate for beads and paint

Work type Coverage (minimum per coat) Wet application rate

Longitudinal lines - first coat(Type B drop-on beads).

> 300g/m² 0.375 l/m² ±25

(6) All pavement markings shall be uniformly and neatly applied and finished with sharp edges.Longitudinal markings shall have a smooth and even appearance located within the tolerances

specified. New markings shall be smoothly transitioned to match existing markings at the limitsof the work.

(7) All completed pavement markings shall be uniform in appearance, texture, width and thicknessand the surface shall be free from un-beaded areas, traffic damage or other defects. Markingsshall be straight or with smooth even curves where intended. All edges shall have a cleansharp cut off. Any marking material beyond the defined marking shall be removed to leave aneat marking on the wearing surface of the pavement.

(8) All transverse pavement marking shall be installed in thermoplastic line marking paint. Buszones and loading zones shall be yellow thermoplastic line marking paint.



Standard specification No. 11 (Construction) 2014

Table of contents

PART 1 INTRODUCTION.......................................................................................................................1 1.1 Title...........................................................................................................................................1

1.2 Purpose of the standard specif icat ion .................................................................................1

1.3 Appl ication of the standard specifi cation ............................................................................1

1.4 Interpretation of standard specif ication ...............................................................................1

PART 2 ENVIRONMENTAL PROTECTION..........................................................................................2

2.1 Protection of plants to be retained........................................................................................2

2.2 Work near a tree......................................................................................................................2

2.3 Damage to plants ....................................................................................................................2

2.4 Erosion and sedimentation....................................................................................................3

2.5 Temporary erosion and sediment control measures ..........................................................3

2.6

Permanent erosion and sediment control measures ..........................................................3

2.7 Construction of erosion and sediment control measures..................................................3

2.8 Maintenance of erosion and sediment control measures ..................................................3

2.9 Trucking ...................................................................................................................................3

PART 3 OPERATIONAL REQUIREMENTS..........................................................................................5

3.1 Dial before you dig..................................................................................................................5

3.2 Hours of construction ............................................................................................................5

3.3 Blasting ....................................................................................................................................5

3.4 Workplace Health and Safety Act 1995.................................................................................5

3.5 Work wi thin a road reserve ....................................................................................................5

3.6 Work within a park ..................................................................................................................5

3.7 Existing fences........................................................................................................................6

3.8

Bench marks and survey pegs ..............................................................................................6

PART 4 CONTRACTUAL PROVISIONS...............................................................................................7

4.1 Protection of plants ................................................................................................................7

4.2 Work within road reserve .......................................................................................................7

4.3 Disposal of surplus spoil .......................................................................................................7

Standard specification No 11 (Construction)

Logan Planning Scheme 2013 QPP version 3.0 October 2014 Pi



Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard specification No. 11 (Construction) 2014.


(1) This standard specification forms part of planning scheme policy 5—Infrastructure) and as suchspecifies assessment provisions in respect of which an application for development approval fordevelopment being work specified in section 1.3 (Application of the standard specification) ofthis standard specification is assessed.





(1) This standard specification applies to work being engineering work.


(1) If this standard specification forms part of a contract, a term used in this standardspecification which:









Standard specification No. 11 (Construction) Part 1 Introduction–1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss11-1





2.4 Erosion and sedimentation

(1) All work associated with erosion and sediment control is in accordance with the Soil Erosionand Sediment Control Engineering Guidelines unless otherwise specified.

(2) An erosion and sediment control plan for the works is prepared in accordance with section AF of

the Soil Erosion and Sediment Control Engineering Guidelines, and is approved by the localgovernment prior to the commencement of works.

2.5 Temporary erosion and sediment cont rol measures

(1) A temporary erosion and sediment control measure is in accordance with section A5 of the SoilErosion and Sediment Control Guidelines.

(2) Where construction work involves trenching or other ground disturbance within ten metres ofexisting downstream or downhill properties, turfing of the disturbed areas is the minimumrequirement for the protection of the downstream properties.

(3) An erosion control device is designed to minimise erosion at a construction site andconsequently decrease downstream sediment transport.

(4) A sediment control device is designed to remove sediment from runoff before it leaves the site.

(5) A temporary erosion and sediment control measure is to be properly maintained in order toremain functional.

2.6 Permanent erosion and sediment cont rol measures

(1) A permanent erosion and sediment control measure is in accordance with section A5 of the SoilErosion and Sediment Control Guidelines.

2.7 Construction of erosion and sediment control measures

(1) The construction of an erosion and sediment control measure is carried out in such a manner

that erosion and water pollution are minimised.

(2) Access is provided and maintained from within the road reserve for cleaning out an erosion andsediment control measure.

(3) The sediment removed from such erosion and sediment control measure is disposed of atlocations where it will not again erode onto the construction areas or into a waterway.

(4) A temporary erosion and sediment control measure is removed when revegetation hasestablished on formerly exposed areas.

2.8 Maintenance of erosion and sediment control measures

(1) Any erosion and sediment control measure used is cleaned out until the acceptance of the

works off-maintenance by the local government.(2) Any temporary erosion and sedimentation control measure is inspected daily and after each rain

period and during periods of prolonged rainfall and any defects revealed by such inspectionsare rectified immediately and these works are cleaned, repaired and augmented as required toensure effective control thereafter.

(3) Any erosion and sediment control measure is cleaned out whenever the accumulated sedimenthas reduced the capacity of the erosion and sediment control measures by 25percent.

(4) The removal of the sediment is done in such a manner so as to restore the erosion andsediment control measure and not to damage the erosion and sediment control measure.

2.9 Trucking

(1) Any material adhering to the wheels, tracks, or body of a vehicle or machinery leaving the site ofthe work is effectively removed, prior to the vehicle or machinery entering onto a public road.

Standard specification No. 11 (Construction) Part 2 Environmental protection–2.4 Erosion and sedimentationLogan Planning Scheme QPP version 3.0 October 2013 Ss11-3



(2) A vehicle carting material off the site has its loads covered.

(3) Any material dropped or tracked onto a road as a result of the works is cleaned up as soon aspracticable.

Standard specification No. 11 (Construction) Part 2 Environmental protection–2.9 TruckingLogan Planning Scheme QPP version 3.0 October 2013 Ss11-4





3.7 Existing fences

(1) A fence, other than a fence which is specifically noted for removal, is maintained at all times andspecial care is taken to prevent the straying of stock if grazing is carried out on adjoiningpremises.

(2) If a fence is required to be cut or moved, a temporary fence is erected, if necessary, for stockcontainment.

(3) Where a fence is cut for access:

(a) wire is drawn tight to the end post and suitably strutted;

(b) a gate is provided for closure after working hours or when no work is underway on thepremises.

(4) A fence which is damaged during the execution of the work is repaired immediately.

(5) A fence which is cut or removed during the execution of the work is to be replaced andreinstated to its original alignment and condition on the completion of the work.

3.8 Bench marks and survey pegs

(1) A bench mark or survey peg is not to be disturbed during construction.

Standard specification No. 11 (Construction) Part 3 Operational requirements–3.7 Existing fencesLogan Planning Scheme QPP version 3.0 October 2013 Ss11-6



Standard specification No. 11 (Construction) Part 4 Contractual provisions–4.1 Protection of plantsLogan Planning Scheme QPP version 3.0 October 2013 Ss11-7


4.1 Protection of plants

(1) Any peg, fence and warning signs used to protect plants in an area not to be disturbed duringthe construction of the Works is to be removed by the Contractor at the commencement of thedefects liability period.

(2) The Contractor is not to perform work on a tree, including canopy or pruning and the repair orremoval of a branch without the approval of the Superintendent.

4.2 Work with in road reserve

(1) Open cut excavation across an existing road pavement is only to be carried out with the writtenapproval of the Superintendent.

4.3 Disposal of surplus spoil

(1) Surplus soil remaining at the completion of back filling operations remains the property of thePrincipal unless otherwise directed by the Superintendent.

(2) Surplus soil is to be disposed of at a site approved by the Superintendent.

(3) If a direction is given by the Superintendent pursuant to subsection (1), the cost of such work isdeemed to be included in the Contract Sum.



Standard specification No. 12 (Sub-soi l drainage) 2014

Table of contents

PART 1

INTRODUCTION............................................................................................................ 1

1.1

Tit le ................................................................................................................................ 1




PART 2 LOCATION OF SUB-SOIL DRAINAGE PIPE .............................................................. 2

2.1 Timing of construction ................................................................................................ 2

2.2 Location of a long itud inal sub-soi l drainage pipe.................................................... 2

2.3 Location of a transverse sub-soi l drainage pipe ...................................................... 2

2.4 Excavation for a sub-soi l drainage pipe.................................................................... 2

2.5 Types of sub-soi l drainage p ipes ............................................................................... 2

PART 3 BEDDING AND FILTER MATERIALS.......................................................................... 3

3.1

General standards ....................................................................................................... 3

3.2

Filter material type 1 .................................................................................................... 3

3.3 Filter material type 2 .................................................................................................... 3


4.1 Pipe laying of a sub-soil drainage pipe ..................................................................... 5

4.2 Compaction of backfi ll ................................................................................................ 5

4.3 Outlet for a sub-soil drainage pipe ............................................................................ 5

4.4 Free inlets ..................................................................................................................... 5

4.5 Clean outs ..................................................................................................................... 5

4.6 Joining .......................................................................................................................... 5

4.7 Treatment of islands and speed control devices ..................................................... 5

Standard specification No. 12 (Sub-soil drainage)Logan Planning Scheme QPP version 3.0 October 2013 Pi



Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard specification No. 12 (Sub-Soil Drainage)2014.


(1) This standard specification forms part of planning scheme policy 5—Infrastructure and as suchspecifies assessment provisions in respect of which an application for development approval fordevelopment being work specified in section 1.3 (Application of the standard specification) of thisstandard specification is assessed.





(1) This standard specification applies to work being engineering work involving sub-soil drainage.








(b) is not defined in this standard specification, has the meaning given in accordance SC1.2 Administrative definitions of Schedule 1 of the planning scheme.


Standard specification No. 12 (Sub-soil drainage) Part 1 Introduction–1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss12-1



Part 2 Location of sub-soi l drainage pipe

2.1 Timing of construction

(1) Sub-soil drainage is constructed either after:(a) preparation of the pavement box; or

(b) sub-grade material has been placed and compacted.

2.2 Location of a longitudinal sub-soi l drainage pipe

(1) Where a kerb and channel is constructed a sub-soil drainage pipe is constructed:

(a) immediately below the back of the kerb in accordance with standard drawing IPWEAQ R-0140; and

(b) at least 150mm below the finished sub-grade level.

(2) Where a sub-soil drainage pipe is specified in a landscaped area:

(a) it is located as specified in the approved drawings; and

(b) it is at a depth of not less than 600mm below the finished surface level; and

(c) it is at a grade not less than 1 percent; and

(d) filter material is placed to a height of 100mm below the finished surface level.

2.3 Location of a transverse sub-soil drainage pipe

(1) Where a transverse drain or mitre drain is used it is located to intersect a longitudinal drain atapproximately 45 degrees to its direction of fall.

2.4 Excavation for a sub-soi l drainage pipe

(1) A trench for a sub-soil drainage pipe is excavated to:

(a) 50mm below the invert level of the sub-soil drainage pipe;

(b) a gradient which is specified in the approved drawings or which is a minimum of 1 percentif the gradient is not specified in the approved drawings.

(2) A trench is to be a minimum of 100mm wider than the outside diameter of the sub-soil drainagepipe.

2.5 Types of sub-soil drainage pipes

(1) A sub-soil drainage pipe is a class 400 perforated corrugated PVC pipe Type 1 in accordance

with AS 2439.1-2007 Perforated plastics drainage and effluent pipe and fittings - Perforateddrainage pipe and associated fittings.

(2) The diameter of a sub-soil drainage pipe is a minimum of 100mm and the perforations do notexceed 1.1mm in width and 7.4mm in length.

(3) A strip drain which is a proprietary product:

(a) comprises a regular patterned cusp-shaped plastic core of nominal thickness not less than40mm encased by a non-woven geotextile which permits the passage of high volumewater flows;

(b) has a crush strength not less than 100 kPa.

Standard specification No. 12 (Sub-soil drainage) Part 2 Location of sub-soil drainage pipe—2.1 Timing ofconstructionLogan Planning Scheme QPP version 3.0 October 2013 Ss12-2



Part 3 Bedding and filter materials


(1) The filter and bedding material has:(a) a Type 1 grading as specified in Table 3.2.1—Filter material type 1 grading of this

standard specification; or

(b) a Type 2 grading as specified in Table 3.3.1—Filter material type 2 grading of thisstandard specification or as specified in the approved drawings.

3.2 Filter material type 1

(1) The sub-soil drainage pipe is bedded on a minimum of 50mm of graded filter material.

(2) The filter material:

(a) comprises a 10mm one size aggregate;

(b) consists of clean, hard, tough, durable, uncoated material of uniform quality;

(c) complies with the grading specified in Table 3.2.1—Filter material type 1 grading of thisstandard specification;

(d) completely wrap filter material in geotextile of type and grade specified in standarddrawings.

(3) The trench is backfilled to the sub-grade level with the filter material.

Table 3.2.1—Filter material t ype 1 grading

Column 1

Sieve

Column 2

% Passing

19.0mm 100

13.2mm 90-100

9.50mm 40-70

4.75mm 0-15

2.36mm 0-5

75um 0-2

3.3 Filter material type 2

(1) The sub-soil drainage pipe is fully enclosed in a non-woven proprietary brand geotextile sockand is bedded on a minimum of 50mm of graded filter material.

(2) The filter material:

(a) comprises a coarse sand;

(b) consists of clean, hard, tough, durable and uncoated material of uniform quality;

(c) complies with the grading specified in Table 3.3.1—Filter material type 2 grading of thisstandard specification

(d) completely wrap filter material in geotextile of type and grade specified in standarddrawings.

(3) The trench is backfilled to the sub-grade level with the filter material.

Standard specification No. 12 (Sub-soil drainage) Part 3 Bedding and filter materials—3.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss12-3



Table 3.3.1—Filter material t ype 2 grading

Column 1

Sieve

Column 2

% Passing

9.50mm 100

4.75mm 99-95

2.36mm 98-70

1.8mm 88-33

600um 63-12

300um 15-5

75um 2-0

Standard specification No. 12 (Sub-soil drainage) Part 3 Bedding and filter materials—3.3 Filter material type 2Logan Planning Scheme QPP version 3.0 October 2013 Ss12-4



Standard specification No. 12 (Sub-soil drainage) Part 4 Construction—4.1 Pipe laying of a sub-soil drainage pipeLogan Planning Scheme QPP version 3.0 October 2013 Ss12-5

Part 4 Construction

4.1 Pipe laying of a sub-soil drainage pipe

(1) A sub-soil drainage pipe is laid on a prepared filter bed to ensure a uniform grade.

4.2 Compaction of backfi ll

(1) The backfill material in an excavation for a sub-soil drainage pipe is compacted to the specifieddensity for the subgrade or the pavement directly adjacent.

4.3 Outlet for a sub-soi l drainage pipe

(1) A sub-soil drainage pipe:

(a) is connected to a gully pit, as specified in standard drawing IPWEAQ R-0140; or

(b) discharges to a culvert head wall or an open channel below the edge of the road shoulder

or at the edge of an embankment.

(2) If a sub-soil drainage pipe is not connected into a gully pit or a culvert headwall, a concreteheadwall is provided to the sub-soil drainage pipe.

(3) The headwall is at least 100mm thick and extends for a minimum of 150mm on all sides of thepipe.

(4) Where the outlet is through a batter, the surface of the headwall conforms to the batter slope.

4.4 Free inlets

(1) A sub-soil drainage pipe which has a free inlet, that is an open pipe end, is constructed inaccordance with standard drawing IPWEAQ R-0140.

4.5 Clean outs

(1) A clean out is:

(a) located at the head of the sub-soil drainage pipe and at subsequent spacings notexceeding 60 metres as specified in standard drawing IPWEAQ R-0140;

(b) located at a gully pit, where it is constructed with a cap or a plug as specified in standarddrawing IPWEAQ R-0140.

(2) A marker is installed in the kerb adjacent to each clean out surface box.

4.6 Joining

(1) A sub-soil drainage pipe is joined in accordance with the manufacturer’s recommendations.

(2) The connection of a clean out pipe or the joining of an additional pipe is made with an approvedproprietary brand 45 degree tee connection.

4.7 Treatment of islands and speed control devices

(1) A mitre drain is constructed in an island or a speed control device, to drain the sub-surface waterfrom the structure into the nearest gully pit or manhole.

(2) A landscaped or partly landscaped island has perimeter sub-soil drainage which discharges intothe nearest gully pit or manhole in accordance with standard drawing IPWEAQ R-0141.



Standard specification No. 13 (Asphaltic concretesurfacing) 2014

Table of contents

PART 1 INTRODUCTION.............................................................................................................. 1

1.1 Tit le ..................................................................................................................................1

1.2 Purpose of the standard specif icat ion ........................................................................ 1

1.3 Appl ication of the standard specifi cation ...................................................................1

1.4 Interpretation of standard specif ication ...................................................................... 1

PART 2 STANDARDS AND PROPERTIES OF ASPHALT .........................................................2

2.1 Type of asphalt ............................................................................................................... 2

2.2 General standards ......................................................................................................... 2

2.3 Aggregates .....................................................................................................................2

2.4 Bitumen binder...............................................................................................................2

2.5 Modif ied binder .............................................................................................................. 2

2.6

Asphalt mix properties .................................................................................................. 3

2.7 Asphalt mix testing ........................................................................................................ 3

PART 3 APPLICATION OF ASPHALT......................................................................................... 5

3.1 Temperature ...................................................................................................................5

3.2 Preparation of pavement ............................................................................................... 5

3.3 Spreading........................................................................................................................5

3.4 Compaction .................................................................................................................... 5

3.5 Compacted asphalt test ing ...........................................................................................5

PART 4 CONTRACTUAL PROVISIONS...................................................................................... 7

4.1 Reduction in the cont ract value o f compacted asphalt .............................................7

Standard specification No. 13 (Asphaltic concrete surfacing)Logan Planning Scheme QPP version 3.0 October 2013 Pi



Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard specification No. 13 (Asphaltic concretesurfacing) 2014.


(1) This standard specification forms part of planning scheme policy 5—Infrastructure and as suchspecifies assessment provisions in respect of which an application for development approval fordevelopment being work specified in section 1.3 (Application of the standard specification) of thisstandard specification is assessed.





(1) This standard specification applies to work being engineering work involving the asphaltic concretesurfacing of a pavement.



(a) is defined in this standard specification has the meaning given in this standard specification;




(a) is defined in this standard specification, has the meaning given in this standard specification;

(b) is not defined in this standard specification, has the meaning given in accordance with SC1.2 Administrative definitions of Schedule 1 of the planning scheme.



Standard specification No. 13 (Asphaltic concrete surfacing) Part 1 Introduction–1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss13-1



Part 2 Standards and properties of asphalt

2.1 Type of asphalt

(1) The type of asphalt used complies with Table 2.1.1—Asphalt types of this standard specification.

Table 2.1.1—Asphalt types

Column 1

Thickness ofasphalt (mm)

Column 2

Appl ication of asphalt

Column 3

Type of asphalt

25 Correction material for low volumeroads.

1

30 Resurfacing an existing sealedpavement or surfacing new work.

2

45 Surfacing of a new pavement on amajor urban collector (accesspermitted) road or above.

3

50+ Structural layer for high traffic roads 4


(1) Asphaltic concrete surfacing complies with:

(a) AS 2150-2005 Hot mix asphalt - A guide to good practice;

(b) AS 2891-2008 Methods of sampling and testing asphalt - Sampling of asphalt;

(c) Queensland Transport Test Methods Q302A, Q302B, Q305, Q306B, Q308A, Q311 andQ314;

(d) MRTS 30 - Dens graded and open graded asphalt.

2.3 Aggregates

(1) Coarse aggregates and fine aggregates used in the asphaltic concrete mix comply with therequirements of Appendix K of AS 2150-2005 Hot mix asphalt - A guide to good practice.

2.4 Bitumen binder

(1) The binder used in the asphaltic concrete mix is bitumen Class 320 which complies with AS 2008-

1997 Residual bitumen for pavements, unless Class 170 is specified.

2.5 Modified binder

(1) The bitumen binder may be modified by the addition of various agents (such as S.B.S. or E.V.A.polymers) to enhance the properties of the asphalt for specialised applications to provide for:

(a) decreased crack reflection;

(b) greater tolerance of deflections;

(c) increased durability.

(2) Modified binders which are based on Class 170 bitumen are:

(a) provided only when specified;

(b) used in accordance with the manufacturer’s directions.

Standard specification No. 13 (Asphaltic concrete surfacing) Part 2 Standards and properties of asphalt–2.1 Type ofasphaltLogan Planning Scheme QPP version 3.0 October 2013 Ss13-2



2.6 Asphalt mix properties

(1) The properties of asphalt mix comply with Table 2.6.1—Asphalt mix properties of this standardspecification when tested in accordance with column 3.

(2) Asphalt complies with Main Roads Technical Standard MRTS 30 - Dense Graded and Open

Graded Asphalt.

Table 2.6.1—Asphalt mix properties

Column 1

Mix proper ty

Column 2

Description

Column 3

Test method

Column 4

General limits

Aggregategrading

The general limits ofaggregate gradingwithin which the jobmix is to be designedand produced

Q308A Refer MRTS 30 -Dense Graded andOpen Graded Asphalt(Table 10.3.1 Gradinglimits for combinedaggregate and filler).

Bitumencontent

Bitumen contentexpressed as apercentage by massof total mix. (Class320 bitumen)

Q308A Refer to MRTS30Dense Graded andOpen Graded AsphaltSpecification (Table10.3.2 Asphalt MixDesignRequirements).

Stability Stability of thecompacted mix astested by theMarshall Method (50blows each end)

Q305 Refer to MRTS30Dense Graded andOpen Graded AsphaltSpecification (Table10.3.2 Asphalt Mix

DesignRequirements).

Flow Flow of thecompacted mix astested by theMarshall Method (50blows each end)

Q305 Refer to MRTS30Dense Graded andOpen Graded AsphaltSpecification (Table10.3.2 Asphalt MixDesignRequirements).

Air voids Percentage air voidsin the compacted mixas tested by theMarshall Method (50blows each end)

Q305.

Q306B.

Q311

3% - 5%

2.7 Asphalt mix testing

(1) A sample of the mix of production asphalt at the asphalt plant is taken at the rate of one sample perlot where a lot is 400 tonnes or one work shift, whichever gives the greater number of lots (lo t).

(2) A sample of the mix of production asphalt is prepared and tested in accordance with the followingtest methods:

(a) compacted density of dense graded asphalt (two parts only)—Q306B; or

(b) binder content and aggregate grading of asphalt—Q308A; or

(c) voids calculations for compacted asphalt—Q311.

Standard specification No. 13 (Asphaltic concrete surfacing) Part 2 Standards and properties of asphalt–2.6 Asphaltmix propertiesLogan Planning Scheme QPP version 3.0 October 2013 Ss13-3



(3) The assessment of the acceptability of a lot of production asphalt is based on the number of defectpoints associated with the requirements for grading and bitumen content specified in Table 2.6.1— Asphalt mix properties of this standard specification where:

(a) the number of defect points per lot is calculated as specified in Table 2.7.1—Calculation ofdefects of this standard specification as the total number of defects in the samplerepresenting the lot;

(b) the “Job Reference Density” is calculated as the average of the results of test Q306B for allsamples taken for a particular job.

Table 2.7.1—Calculation of defects

Column 1

Measurement

Column 2

Variations outside thelimits specified in Table

2.6.1—Asphalt mixproperties Table 2.6.1

Column 3

Defectpoints

% Passing 9.5mmsieve and larger sieves

1 or 2 occurrences 1

% Passing 4.75 and2.36mm sieves


% Passing 0.600 and0.300


% Passing 0.150mmsieves

3 occurrences 2

% Passing 0.075mmsieve

Each 0.5% reported result 1

Bitumen content % Each 0.1% reported result 1

(4) A lot is acceptable if the lot:

(a) has no defects; or

(b) has a number of defect points up to a total of two provided the necessary action to preventrecurrence of the defects has been taken; or

(c) has a number of defect points between two and six (inclusive) provided it is used for areduced level of service and the necessary action to prevent recurrence of the defects istaken.

(5) A lot is not acceptable if it has a number of defect points above six.

Standard specification No. 13 (Asphaltic concrete surfacing) Part 2 Standards and properties of asphalt–2.7 Asphaltmix testingLogan Planning Scheme QPP version 3.0 October 2013 Ss13-4



Part 3 Application of asphalt

3.1 Temperature

(1) The asphalt mix temperature is controlled so that it is between 135O

C and 175O

C when loaded intothe delivery truck.

(2) The mix temperature is between 110OC and 165

OC immediately behind the paver with compaction

commencing before the temperature of the mix falls below a minimum of 95OC.

(3) Appropriate adjustments to the temperatures stated in subsection (1) and subsection (2) arerequired when using Class 170 bitumen or a modified binder.

3.2 Preparation of pavement

(1) The pavement to be surfaced is prepared, in the case of:

(a) a gravel pavement by ensuring that:

(i) the surface is primed with cutback bitumen in order to aid adhesion between the baseand the asphalt surface at least two days prior to the asphalt being laid;

(ii) the prime is sprayed at a rate of 1.0 litres/m2 unless otherwise varied by the local

government to suit individual site conditions;

(iii) emulsion primes or primer seals be used if approved by the local government and ifapplied according to advice of the manufacturer.

(b) a surfaced pavement, by ensuring that:

(i) a tack coat of bitumen emulsion is applied to ensure adhesion between the existinglayer and that to be placed;

(ii) the tack coat is allowed to “break” prior to the asphalt being laid;

(iii) the tack coat is sprayed at a rate of 0.3 litres/m2 unless otherwise varied by the local

government to suit individual site conditions;

(c) all pavements, by ensuring that the surface is free of loose material.

(2) Emulsion primes may be used in the case of gravel pavements if approved by the local governmentand if applied according to advice of the manufacturer.

3.3 Spreading

(1) A paver run with associated handwork is set out so that the compaction equipment has access ontothe surface immediately spreading is completed.

(2) The number of joints, both longitudinal and transverse, are kept to a minimum and care is taken toensure that as many of the joints as practicable are hot joints and not within the wheel paths.

3.4 Compaction

(1) Compaction is commenced as soon as possible after spreading, and is completed in the shortestpossible time except in the event of significant deformation or an irregularity occurring under theaction of the roller in which case, rolling is delayed.

(2) The mix is compacted to a dense, smooth mat.

3.5 Compacted asphalt testing

(1) For compaction testing, a lot is the same as for a production lot and compaction testing isundertaken in accordance with Q302A, Q302B, Q306B and Q314.

(2) After completion of each job, core samples are taken from the compacted asphalt at the rate of one

core per 1000m

2

of asphalt laid, but with a minimum of three cores per job.

Standard specification No. 13 (Asphaltic concrete surfacing) Part 3 Application of asphalt–3.1 TemperatureLogan Planning Scheme QPP version 3.0 October 2013 Ss13-5



(3) The relative compaction of each core is determined as a percentage of the “Job Reference Density”to the nearest .01 percent.

(4) Compacted asphalt is acceptable if in the case of:

(a) Type 3 Asphalt, it has a mean relative compaction which is equal to or greater than 95percent;

(b) Type 2 Asphalt, it has a mean relative compaction which is equal or greater than 93 percent;

(c) Type 1 Asphalt, it is supplied and laid in a dense, smooth mat of asphalt free of surfaceirregularities and imperfections.

Standard specification No. 13 (Asphaltic concrete surfacing) Part 3 Application of asphalt–3.5 Compacted asphalttestingLogan Planning Scheme QPP version 3.0 October 2013 Ss13-6



Standard specification No. 13 (Asphaltic concrete surfacing) Part 4 Contractual provisions–4.1 Reduction in thecontract value of compacted asphaltLogan Planning Scheme QPP version 3.0 October 2013 Ss13-7


4.1 Reduct ion in the cont ract value of compacted asphalt

(1) If the Superintendent accepts compacted asphalt that does not comply with section 3.5(4)(Compacted asphalt testing) of this standard specification in that the lot has a mean relativecompaction greater than 90 percent, but less than 95 percent, the Superintendent is to reduce anypart of the Contract Sum payable to the Contractor in relation to that asphalt work proportionately tothe value of the non-complying compacted asphalt, calculated in accordance with the followingformula:

Percentage reduction = 2.5 x (95 percent - mean relative compaction percent).

(2) If the Superintendent accepts compacted asphalt that does not comply with section 3.5(4)(b)(Compacted asphalt testing) of this standard specification in that the lot has a mean relativecompaction greater than 90 percent, but less than 93 percent, the Superintendent is to reduce anypart of the Contract Sum payable to the Contractor in relation to that asphalt work proportionately tothe value of the non-complying compacted asphalt, calculated in accordance with the following

formula:Percentage reduction = 2.5 percent (93 percent - mean relative compaction percent).

(3) Section (1) and section (2) will only apply in the case where the local government is theSuperintendent.



Standard specification No. 14 (Sprayed bitumensurfacing) 2014

Table of contents

PART 1 INTRODUCTION ........................................................................................................ 1

1.1 Title ........................................................................................................................... 1

1.2 Purpose of the standard speci fication .................................................................... 1

1.3 Appl ication of the standard specif ication ............................................................... 1

1.4 Interpretation of standard speci fication .................................................................. 1

PART 2 MATERIALS .............................................................................................................. 2

2.1 Pavement materials .................................................................................................. 2

PART 3 SUPPLY AND DELIVERY OF AGGREGATE ............................................................ 3

3.1 General standards .................................................................................................... 3

3.2 Particle size distribut ion (grading) .......................................................................... 3

3.3

Particle quali ty .......................................................................................................... 3 3.4 Precoating ................................................................................................................ 4

3.5 Delivery ..................................................................................................................... 4

PART 4 SUPPLY AND DELIVERY OF BITUMINOUS MATERIAL .......................................... 5


4.2 Storage and transport .............................................................................................. 5

4.3 Heating...................................................................................................................... 5

4.4 Incorporation of additives or modi fied bitumen ..................................................... 5

PART 5 PREPARATION PRIOR TO SPRAYING .................................................................... 7

5.1 Surface p reparation ................................................................................................. 7

5.2 Protection of servi ces .............................................................................................. 7

5.3 Setting out ................................................................................................................ 7

5.4

Programming spray runs ......................................................................................... 7

PART 6 RESTRICTIONS TO SPRAYING................................................................................ 8

6.1 Pavement surface temperature................................................................................ 8

6.2 Weather condi tions .................................................................................................. 8

6.3 Period between bituminous treatments .................................................................. 8

PART 7 SPRAYING ................................................................................................................ 9


7.2 Method of appli cation .............................................................................................. 9

7.3 Spray runs ................................................................................................................ 9

7.4 Spraying temperature .............................................................................................. 9

7.5 Defects during spraying......................................................................................... 10

7.6 Cutt ing back bi tumen ............................................................................................. 10

7.7

Spray rate ............................................................................................................... 11 7.8 Quantities retained in sprayer tank ....................................................................... 11

PART 8 SPREADING PRIME COVER MATERIAL ............................................................... 12

8.1 General standards .................................................................................................. 12

8.2 Spread rate ............................................................................................................. 12

8.3 Time limit ................................................................................................................ 12

8.4 Spreading ............................................................................................................... 12

8.5 Removal of excess cover material......................................................................... 12

PART 9 SPREADING COVER AGGREGATE ....................................................................... 13

9.1 General standards .................................................................................................. 13

9.2 Spread rate for cover aggregate ............................................................................ 13

9.3 Time limit ................................................................................................................ 13

9.4

Spreading ............................................................................................................... 13

9.5 Roll ing..................................................................................................................... 13

Standard specification No. 14 (Sprayed bitumen surfacing)

Logan Planning Scheme QPP version 3.0 October 2013 Pi



9.6 Removal of excess cover agg regate ..................................................................... 14

9.7 Two applications of cover aggregate with a single appl ication of binder ........... 14

PART 10 RECORDING AND TESTING................................................................................... 15

10.1 Record ing details of spraying operations ............................................................. 15

10.2 Construction compliance testing .......................................................................... 16

PART 11

CONTRACTUAL PROVISIONS ............................................................................... 17 11.1 Introduction ............................................................................................................ 17

11.2 Supply and delivery of aggregate .......................................................................... 17

11.3 Utili sation of a rejected lot for a reduced level of service .................................... 17

11.4 Measurement and payment.................................................................................... 18

Standard specification No. 14 (Sprayed bitumen surfacing)Logan Planning Scheme QPP version 3.0 October 2013 Pii



Part 1 Introduction

1.1 Title

(1) This standard specification may be cited as Standard specification No. 14 (Sprayed bitumensurfacing) 2014.

1.2 Purpose of the standard specif ication






(1) This standard specification applies to work being engineering work involving the spray bitumensurfacing of a pavement.

(2) The work comprises one or more of the following processes:

(a) application of primer, with or without cover material, followed by binder and aggregate;

(b) single application of binder with single application of aggregate;

(c) single application of binder with separate applications of coarse and fine aggregate;

(d) double applications of binder and aggregate.

1.4 Interpretation of standard specif ication









Standard specification No. 14 (Sprayed bitumen surfacing)Part 1 Introduction–1.1 TitleLogan Planning Scheme QPP version 3.0 October 2013 Ss14-1



Part 2 Materials

2.1 Pavement materials

(1) The materials and workmanship in respect of sprayed bitumen surfacing comply with:(a) AS 1141.0-1999 Methods for sampling and testing aggregates - List of methods;

(b) AS 1289.0-2000 Methods of testing soils for engineering purposes - Generalrequirements and list of methods;

(c) AS 2008-1997 Residual bitumen for pavements;

(d) MRS 11- Sprayed Bituminous Surfacing (Excluding Emulsion)

(e) MRS 12 - Sprayed Bituminous Emulsion Surfacing.

Standard specification No. 14 (Sprayed bitumen surfacing) Part 2 Materials–2.1 Pavement materialsLogan Planning Scheme QPP version 3.0 October 2013 Ss14-2





3.4 Precoating

(1) All aggregate used in sprayed bituminous surfacing is precoated with a suitable precoatingmaterial which permits good adhesion of the aggregate to the binder and provides a dust freeaggregate.

(2) The precoating material is applied by a fine spray or other convenient method to ensure uniformdistribution over the surface of the aggregate.

(3) Immediately on completion of precoating, each particle is damp but with no tendency for anyfluid to flow or drip from a particle suspended between the fingers.

(4) Prior to precoating, care is taken so that the screenings are in a clean state.

(5) The suitability of the precoating material is checked by means of the Queensland Transport testmethod No. Q212C and the percentage of stripping as determined by this test method does notexceed 3 percent.

(6) Precoating of aggregates is carried out at least one week before bituminous surfacing iscommenced.

3.5 Delivery(1) Delivery of materials, if in stockpiles, takes place between 7.00 am to 5.00 pm, Monday to

Saturday, inclusive.

(2) Aggregate is tipped on level ground in orderly piles, clear of traffic, drains and property.

(3) A separate stockpile is made for each nominal size of aggregate at least fifteen metres from theadjoining stockpile.

(4) A site selected for stockpiling is;

(a) on firm, well drained ground approved by the local government;

(b) is cleared for the area of the stockpile and a surrounding area of five metres.

(5) Aggregate for use in bituminous surfacing work is not delivered to the site before the approval ofthe local government.

Standard specification No. 14 (Sprayed bitumen surfacing) Part 3 Supply and delivery of aggregate–3.4PrecoatingLogan Planning Scheme QPP version 3.0 October 2013 Ss14-4



Part 4 Supply and delivery of bituminous material


(1) Grades of cutback bitumen comply with those set out in Table 4.1.1—Cutback bitumen gradesof this standard specification.

(2) Bitumen complies with AS 2008-1997 Residual bitumen for pavements.

(3) Emulsion primes, primer seals may be used if approved by the local government and if appliedaccording to advice of manufacturer.

Table 4.1.1—Cutback bitumen grades

Column 1

Grade

Column 2

Parts of bitumen cutter to 100parts o f Class 170 bitumen (at150C)

AMC00 127

AMC0 78

AMC1 51

AMC2 37

AMC3 27

AMC4 19

MC5 12

MC6 7

MC7 3

4.2 Storage and transport

(1) Bituminous material is stored and transported in purpose-built containers in such a way thatcontamination does not occur.

(2) If it is necessary to change the type of material in a container and there is a chance ofcontamination, the container is completely drained and, if necessary, cleaned with a suitablesolvent.

4.3 Heating

(1) Cutback bitumen with greater than 70 parts of cutter oil to 100 parts of bitumen, is not heated.

(2) Other grades of cutback bitumen are not heated without the prior approval of the localgovernment which will only be given in circumstances where the requirement could not havebeen anticipated and if the heating is in accordance with approved heating procedures.

(3) Binder is heated to a temperature necessary to carry out the operations of cutting if required orspraying.

(4) A binder is not damaged by overheating.

4.4 Incorporation of additi ves or modif ied bitumen

(1) Volatile additives, such as cutter oil and flux oil, are not heated and are introduced into thesprayer tank through the sprayer’s pumping system.

Standard specification No. 14 (Sprayed bitumen surfacing) Part 4 Supply and delivery of bituminous material–4.1General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss14-5



(2) Volatile additives are not added to the top of hot bitumen.

(3) Non-volatile additives, such as an adhesion agent, are introduced into the sprayer tank in a safemanner and in accordance with any relevant standards or manufacturer’s instructions.

(4) After the introduction of an additive to the sprayer, the bituminous material is circulatedsufficiently to ensure an homogenous mixture result.

Standard specification No. 14 (Sprayed bitumen surfacing) Part 4 Supply and delivery of bituminous material–4.4Incorporation of additives or modified bitumenLogan Planning Scheme QPP version 3.0 October 2013 Ss14-6



Part 5 Preparation prior to spraying

5.1 Surface preparation

(1) The surface that is prepared includes:(a) the surface to be sprayed;

(b) an area which is the lesser of:

(c) 250mm beyond the surface to be sprayed; or

(d) an area which extends to the edge of the formation.

(2) The preparation work is carried out in a manner which:

(a) promotes the adhesion of the bituminous material to the surface of the pavement;

(b) involves initial treatment where there is no existing bitumen treatment such that:

(i) all foreign and loose material, including lenses of pavement material, are removedfrom the surface;

(ii) the surface is swept with a road broom until the larger particles in the surface of thepavement are slightly exposed without dislodgement and excessive erosion of thesurrounding finer material;

(iii) a light watering is carried out just prior to spraying; or

(c) involves re-treatment where there is an existing bituminous treatment such that:

(i) all foreign and loose material is removed from the surface;

(ii) the surface is swept with a road broom;

(iii) where a prime coat has been covered by a cover material, all the cover material isswept off without damage to the prime coat;

(d) provides all foreign or loose material is removed from the road formation and utilised ordisposed of in a neat manner without any disruption to a service or a waterway.

5.2 Protection of services

(1) All necessary precautions are taken to prevent any bituminous material or other material usedon the work from entering or adhering to any road furniture or roadside facility.

(2) If any bituminous material does adhere to any road furniture or roadside facility, the bituminousmaterial is removed so that the road furniture or roadside facility is left in the condition in whichit was found.

5.3 Setting out

(1) Marks on the pavement surface are set out to permit the spraying of bituminous material on the

required sections of pavement and in accordance with the requirements of this standardspecification.

(2) The work is set out so that longitudinal joints coincide with lane lines and so that tapers aresprayed separately, unless shown otherwise in the approved drawings.

(3) The start and finish point of each spray run is marked.

5.4 Programming spray runs

(1) Operations are programmed to ensure that:

(a) sufficient loaded aggregate trucks are ready to follow the sprayer to cover the spray runimmediately;

(b) the minimum specified rolling is achieved on the day of spraying.

Standard specification No. 14 (Sprayed bitumen surfacing) Part 5 Preparation prior to spraying–5.1 SurfacepreparationLogan Planning Scheme QPP version 3.0 October 2013 Ss14-7



Part 6 Restrictions to spraying

6.1 Pavement sur face temperature

(1) Spraying does not commence until the temperature on the surface of the pavement is above200C, for at least 1 hour before spraying commences.

(2) Spraying does not continue unless all operations up to completion of the minimum rolling, canbe completed before the temperature on the pavement surface drops below 20OC.

6.2 Weather conditions

(1) Spraying does not take place during rain or if rain is imminent.

6.3 Period between bituminous treatments

(1) The minimum period between a prime and a seal is two days for AMC00 and three days for

other primes.

Standard specification No. 14 (Sprayed bitumen surfacing) Part 6 Restrictions to spraying–6.1 Pavement surfacetemperatureLogan Planning Scheme QPP version 3.0 October 2013 Ss14-8



Part 7 Spraying


(1) The bituminous material is sprayed in a uniform manner and in a way which promotes adhesionof the material to the pavement surface and to the cover aggregate.

(2) The design of the application rates of bitumen are submitted for approval to the localgovernment at least two weeks prior to the commencement of sealing.

7.2 Method of application

(1) Bituminous materials are applied by means of the mechanically operated spray bar of a bitumensprayer except in areas where the use of the above is not possible, the hand spraying lancefrom the sprayer may be used.

7.3 Spray runs

(1) All joints, transverse and longitudinal, abut neatly and uniformly to adjacent spray runs, withoutgap or overlap.

(2) Unless otherwise specified, spraying on each spray run starts on a protective strip of approvedheavy paper, with a nominal width of 500mm which is laid across the pavement surface for thefull width of the spray run and held securely in place.

(3) The sprayer commences moving at a sufficient distance in advance of the protective strip toensure that the road spray for correct application is attained prior to the commencement ofspraying.

(4) The spraying for each spray run terminates on the protective strip of paper as specified insubsection (2).

(5) After spraying, the protective strips of paper are removed ensuring no excess bituminousmaterial is deposited on the pavement surface and the strips of paper are removed from the siteof the work at the end of each day’s operation.

7.4 Spraying temperature

(1) Bituminous material is sprayed at a temperature which produces a viscosity similar to theviscosity of the fluid used for sprayer calibration.

(2) Spraying temperature ranges comply with those given in Table 7.4.1—Spraying temperaturerange of this standard specification.

(3) Spraying does not occur if the temperature of the bituminous material is outside the relevantrange given in Table 7.4.1—Spraying temperature range of this standard specification.

Table 7.4.1—Spraying temperature range

Column 1

Material

Column 2

Grade

Column 3

Spraying temperature

range (0C)

Minimum Maximum

Cutback AMC00 Ambient Ambient

Bitumen AMC0 35.00 55.00

AMC1 60.00 80.00

AMC2 75.00 100.00

Standard specification No. 14 (Sprayed bitumen surfacing) Part 7 Spraying–7.1 General standardsLogan Planning Scheme QPP version 3.0 October 2013 Ss14-9



N o r m a l m i n i m u m r

o a d t e m p e r a t u r e ( R e f e r t o s e c t i o n

6 . 1

( P a v e m e n t s u r f a c e t e m p e r a t u r e ) ) .

P a r t s o f c o l d

b i t u m e n c u t t e r t o a d d t o 1 0 0

p a r t s o f c o l d C l a s s 1 7 0 b i t u m e n

Column 1

Material

Column 2

Grade

Column 3

Spraying temperature

range (0C)

Minimum Maximum

AMC3 95.00 115.00

AMC4 110.00 135.00

MC5 120.00 150.00

MC6 135.00 160.00

MC7 150.00 175.00

Class 170 160.00 190.00

Class 320 170.00 195.00

7.5 Defects during spraying

(1) Spraying ceases immediately if any defect develops in the spraying equipment or operation anddoes not recommence until the fault has been rectified.

7.6 Cutting back bitumen

(1) Where cutter oil is required to be added to the bitumen for seal or reseal work, the amount ofcutter oil is determined in accordance with Figure 7.6.1—Bitumen cutting chart of this standardspecification.

(2) Incorporation of cutter oil into the bitumen is carried out in accordance with section 3.4(Precoating) of this standard specification.

Figure 7.6.1—Bitumen cutting chart

25

Zone A – Aggregate: (a) Clean, dry and dust free; or(b) Precoated and holding some

moisture; or(c) Precoating dry and not active.

20

Zone B – Aggregate precoating active and covering at least75% of the surface.

Notes: 1. In general, cutter should be near the centre ofthe zone, except:-(a) For rising temperatures, use lower limit.(b) For falling temperature, use upper limit.

15

2. For high early traffic or high future temperature,

reduce cutter by up to 30% and/or increase theminimum road temperature.

(Refer to Section 6.1 (Pavement surfacetemperature).

10

5

0

10 15 20 25 30 35 40 45 50 55 60 65

Anticipated road temperature at time of spreading aggregate (0C).

Standard specification No. 14 (Sprayed bitumen surfacing) Part 7 Spraying–7.5 Defects during sprayingLogan Planning Scheme QPP version 3.0 October 2013 Ss14-10





Part 8 Spreading prime cover material


(1) The prime cover material is spread so as to produce a complete and even distribution.(2) Wet cover material is not used.

8.2 Spread rate

(1) The design spread rate is submitted to the local government prior to the commencement of thespreading operation.

(2) The design rate may be adjusted during the spreading operation to ensure a completely evendistribution.

8.3 Time limit

(1) At least two hours elapse between priming and the application of the cover material to permitpenetration of the prime, unless the local government determines that traffic requirementsdictate otherwise.

8.4 Spreading

(1) Spreading of cover material is carried out with an aggregate spreader.

(2) Bare or insufficiently covered areas are re-treated as soon as possible with a further light run, orby hand spreading.

(3) The actual spread rate does not vary from the ordered spread rate by more than ± 10%.

8.5 Removal of excess cover material

(1) All excess cover material is:

(a) lightly swept from the pavement surface with a road broom;

(b) completely removed from the road formation;

(c) utilised or disposed of as approved by the local government in a neat manner without anydisruption to other services or waterways.

Standard specification No. 14 (Sprayed bitumen surfacing) Part 8 Spreading prime cover material–8.1 GeneralstandardsLogan Planning Scheme QPP version 3.0 October 2013 Ss14-12



Part 9 Spreading cover aggregate


(1) The cover aggregate is spread in a uniform manner which produces a dense tight mat and alsoensures that the bituminous binder adheres to the stone.

(2) Wet (free surface water) cover aggregate is not used.

(3) The design of the application rates of aggregate are submitted for approval to the localgovernment at least two weeks prior to the commencement of sealing.

9.2 Spread rate for cover aggregate

(1) The spread rate for cover aggregate is as specified in section 8.2 (Spread rate) of this standardspecification.

9.3 Time limit

(1) The spreading of cover aggregate commences as soon as possible after the spraying of thebinder.

9.4 Spreading

(1) The spreading of cover aggregate is carried out with an aggregate spreader.

(2) Cover aggregate is spread so that, after compaction, it forms a single layer on the pavementsurface with the aggregate in shoulder-to-shoulder contact.

(3) Every attempt is made to achieve the above spread pattern on the first spreading pass.

(4) Bare or insufficiently covered areas are re-treated as soon as possible with a further light

spreading run or by hand spreading.(5) Overspreading or underspreading of the aggregate is avoided.

(6) If there is an uneven distribution of cover aggregate, it is drag broomed until it is evenlydistributed without dislodgement of any embedded cover aggregate.

(7) Cover aggregate is spread so that the actual spread rate is:

(a) not less than the specified spread rate; or

(b) greater than 5 percent above the specified spread rate.

(8) Any initial underspreading is rectified in accordance with this section.

9.5 Rolling

(1) After satisfactory spreading, one or two passes of a steel-wheel roller are applied, prior to multi-tyred rolling.

(2) The cover aggregate is rolled with multi-tyred rollers at the minimum rate of one (1) hour foreach 1200 litres of bituminous material sprayed.

(3) There are sufficient multi-tyred rollers on site and in use to complete the specified minimumamount of rolling on the same day as the spraying operation.

(4) Where the specified minimum rolling cannot be completed on the day of the spraying operation,then the minimum amount of rolling may be completed on subsequent working days, providedthat at least 75 percent of the specified minimum amount of rolling is completed on the day ofspraying.

(5) Moist cover aggregate is not rolled until it has dried sufficiently to promote adhesion.

Standard specification No. 14 (Sprayed bitumen surfacing) Part 9 Spreading cover aggregate–9.1 GeneralstandardsLogan Planning Scheme QPP version 3.0 October 2013 Ss14-13



9.6 Removal of excess cover aggregate

(1) All excess cover aggregate is:

(a) lightly swept from the pavement surface with a road broom, without dislodgement of thebedded aggregate;

(b) completely removed from the road formation;

(c) utilised or disposed of as approved by the local government in a neat manner without anydisruption to a service or a waterway.

(2) Except where the work is being carried out under traffic, the removal of excess cover aggregateis completed before the work is opened to traffic.

(3) Where the work is being carried out under traffic, the speed of traffic is adequately controlleduntil the excess cover aggregate is removed.

9.7 Two applications of cover aggregate with a single applicationof binder

(1) If two (2) applications of cover aggregate are spread with a single application of binder thespecifications in Part 9 (Spreading cover aggregate) apply except that:

(a) the first application of cover aggregate is spread at a 5 percent to 10 percent reduction tothe normal spread rate so that small gaps are left;

(b) the first application of cover aggregate is rolled with a multi-tyred roller for four completepasses;

(c) excess cover aggregate is not removed after the first application.

Standard specification No. 14 (Sprayed bitumen surfacing) Part 9 Spreading cover aggregate–9.6 Removal ofexcess cover aggregateLogan Planning Scheme QPP version 3.0 October 2013 Ss14-14



Part 10 Recording and testing

10.1 Recording details of spraying operations

(1) After each spray run, all details of the sealing operations are recorded on a bituminousmaterials spraying record sheet.

(2) The bituminous materials spraying record sheet is signed by the local government.

(3) A copy of the completed bituminous materials spraying record sheet is provided to the localgovernment at the end of each day’s operation.

(4) All volume conversions, in relation to changes in temperature of bituminous materials, arecarried out in accordance with the relevant factors listed in Table 10.1.1—Equivalent volumes athigher temperatures of 1 litre of bituminous material measured at 150C and Table 10.1.2— Equivalent volumes at 150C of 1 litre of bituminous material measured at higher temperatures ofthis standard specification.

Table 10.1.1—Equivalent volumes at higher temperatures of 1 litre of bi tuminous material

measured at 150C

Column 1A

Temp (0C)

Column 2A

Factor

Column 1B

Temp (0C)

Column 2B

Factor

Column 1C

Temp (0C)

Column 2C

Factor

15 1.0000 80 1.0420 145 1.0861

20 1.0030 85 1.0453 150 1.0897

25 1.0062 90 1.0487 155 1.0932

30 1.0094 95 1.0520 160 1.0967

35 1.0126 100 1.0553 165 1.1003

40 1.0158 105 1.0587 170 1.1038

45 1.0191 110 1.0620 175 1.1074

50 1.0223 115 1.0655 180 1.1109

55 1.0256 120 1.0689 185 1.1145

60 1.0288 125 1.0723 190 1.1180

65 1.0321 130 1.0757 195 1.1216

70 1.0354 135 1.0792 200 1.1252

75 1.0387 140 1.0827 205 1.1287

Table 10.1.2—Equivalent volumes at 150C of 1 li tre of b ituminous material measured at highertemperatures

Column 1A

Temp (0C)

Column 2A

Factor

Column 1B

Temp (0C)

Column 2B

Factor

Column 1C

Temp (0C)

Column 2C

Factor

15 1.0000 80 0.9597 145 0.9207

20 0.9969 85 0.9566 150 0.9177

25 0.9938 90 0.9536 155 0.9148

30 0.9907 95 0.9506 160 0.9118

35 0.9876 100 0.9476 165 0.9089

40 0.9844 105 0.9446 170 0.9060

Standard specification No. 14 (Sprayed bitumen surfacing) Part 10 Recording and testing–10.1 Recording detailsof spraying operationsLogan Planning Scheme QPP version 3.0 October 2013 Ss14-15



Column 1A

Temp (0C)

Column 2A

Factor

Column 1B

Temp (0C)

Column 2B

Factor

Column 1C

Temp (0C)

Column 2C

Factor

45 0.9813 110 0.9416 175 0.9031

50 0.9782 115 0.9385 180 0.9002

55 0.9751 120 0.9355 185 0.8973

60 0.9720 125 0.9326 190 0.8945

65 0.9689 130 0.9296 195 0.8916

70 0.9658 135 0.9266 200 0.8888

75 0.9627 140 0.9236 205 0.8860

10.2 Construction compliance testing

(1) The process requirements are checked for compliance with the specified requirements during

and after construction on a lot-by-lot basis where a lot is a spray run or a series of spray runs ofsize as specified in this standard specification.

(2) A lot has an actual spray rate which is within ± 10%. of the design spread rate.

(3) A lot has an aggregate spread rate which is within -5% or +10% of the design spread rate.

Standard specification No. 14 (Sprayed bitumen surfacing) Part 10 Recording and testing–10.2 Constructioncompliance testingLogan Planning Scheme QPP version 3.0 October 2013 Ss14-16




11.1 Introduction

(1) The design of the application rates for bitumen and aggregate is to be submitted to theSuperintendent for approval at least two weeks before the commencement of sealing.

11.2 Supply and delivery of aggregate

(1) The Contractor is to supply and deliver aggregate into stockpiles in accordance with thequantities and locations provided to the Contractor by the Superintendent, or if specificallystated, into road vehicles. Unless directed otherwise by the Superintendent, the Contractor is toselect and prepare areas for the stockpiling of aggregate.

(2) When requested by the Superintendent, the Contractor must submit a representative samplewhich is suitably labelled for identification and weighs at least 15kg of each nominal size ofaggregate to the location nominated by the Superintendent.

11.3 Utilisation of a rejected lot for a reduced level of service

(1) If the Superintendent accepts a lot which has an actual spray rate of between +6 and +9 of thedesign spray rate, the Superintendent is to reduce any part of the Contract Sum payable to theContractor in relation to that work accepted by the Superintendent proportionately to the valueof the non-complying prime, seal and reseal, calculated in accordance with Table 11.3.1— Reduction in Value, Spray Rate of this standard specification.

(2) If the Superintendent accepts a lot which has an aggregate spread rate of between –5% to 0%or +6% to +10% of the design spread rate, the Superintendent is to reduce any part of theContract Sum payable to the Contractor in relation to that work accepted by the Superintendentproportionately to the value of the non-complying prime, seal and reseal, calculated inaccordance with Table 11.3.2—Reduction in Value, Aggregate Spread Rate of this standard

specification.

Table 11.3.1—Reduction in Value, Spray Rate

% Difference in spray Rate % Reduction in value

+ 6 4

+ 7 8

+ 8 12

+ 9 16

+ 10 20

Table 11.3.2—Reduction in Value, Aggregate Spread Rate

% Difference in spread Rate % Reductionin value

Less than design More than design

-1 +6 2

-2 +7 4

-3 +8 6

-4 +9 8

-5 +10 10

Standard specification No. 14 (Sprayed bitumen surfacing) Part 11 Contractual provisions–11.1 IntroductionLogan Planning Scheme QPP version 3.0 October 2013 Ss14-17



(3) One (1) and two (2) will only apply in the case where the local government is theSuperintendent.


(1) The quantities of prime, seal and reseal in litres at 15oC is to be determined from the tally of

actual quantities of bituminous material sprayed on each spray run, including materials added tothe bituminous material to enhance its performance, such as cutter oil and adhesion agent, butnot included in Table 7.7.1—Allowable bituminous materials of this standard specification.

(2) The quantity of prime cover material or cover aggregate spread, is to be determined from thetally of quantities of material (in cubic metres) used on each spray run, or the ordered quantity,whichever is the lesser.

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