EXCAVATION AND BACKFILL FOR BRIDGEWORKS · For foundations bearing on earth, backfill any over-excavation under the foundation member with Select Fill complying with Clause 6.2.2,

ROADS AND MARITIME SERVICES (RMS)

RMS SPECIFICATION D&C B30

EXCAVATION AND BACKFILL FOR BRIDGEWORKS

NOTICE

This document is a Roads and Maritime Services D&C Specification. It has been developed for use with Design & Construct roadworks and bridgeworks contracts let by Roads and Maritime Services. It is not suitable for any other purpose and must not be used for any other purpose or in any other context.

Copyright in this document belongs to Roads and Maritime Services.

REVISION REGISTER

Ed/Rev Number

Clause Number Description of Revision Authorised

By Date

Ed 1/Rev 0 First issue GM, IC 27.05.11

Ed 1/Rev 1 Updated to accord with changes to base (non-D&C) Specification B30.

GM, IC 12.07.12

Ed 1/Rev 2 Updated to accord with base (non-D&C) Specification B30 Ed 3/Rev 4.

GM, IC 25.01.13


GM, IC 15.02.13


GM, CPS 20.04.15


MCQ 27.04.18

Annex E Annexure included for information only.

Edition 2 / Revision 1 ROADS AND MARITIME SERVICES April 2018

SPECIFICATION D&C B30


Copyright – Roads and Maritime Services IC-DC-B30

VERSION FOR: DATE:

Edition 2 / Revision 1 ROADS AND MARITIME SERVICES April 2018

Excavation and Backfill for Bridgeworks D&C B30

CONTENTS

CLAUSE PAGE

FOREWORD ............................................................................................................................................... II RMS Copyright and Use of this Document ................................................................................... ii Base Specification ......................................................................................................................... ii

1 GENERAL ........................................................................................................................................ 1 1.1 Scope .............................................................................................................................. 1 1.2 Structure of the Specification ......................................................................................... 1 1.3 Definitions ...................................................................................................................... 2

2 SAFETY AND ENVIRONMENTAL PROTECTION ................................................................................ 2 2.1 Work Health and Safety ................................................................................................. 2 2.2 Environmental Protection ............................................................................................... 2

3 COFFERDAMS AND SHORING .......................................................................................................... 2

4 EXCAVATION .................................................................................................................................. 3 4.1 General ........................................................................................................................... 3 4.2 Excavation of Stream Channel ....................................................................................... 3 4.3 Excavation for Construction of Structures ..................................................................... 4 4.4 Inspection of Foundation Material ................................................................................. 4

5 MASS CONCRETE BLINDING LAYER .............................................................................................. 5

6 BACKFILLING AGAINST STRUCTURES ............................................................................................ 5 6.1 General ........................................................................................................................... 5 6.2 Fill and Drainage Material ............................................................................................. 5 6.3 Age of Structure Before Backfilling .............................................................................. 7 6.4 Placing and Compaction ................................................................................................. 7 6.5 Drainage Zone Behind Earth Retaining Structures ........................................................ 9 6.6 Disposal of Surplus Excavated Material ........................................................................ 9

ANNEXURES B30/A TO B30/B – (NOT USED) ........................................................................................ 10

ANNEXURE B30/C – SCHEDULES OF HOLD POINTS AND IDENTIFIED RECORDS .................................... 10 C1 Schedule of Hold Points ............................................................................................... 10 C2 Schedule of Identified Records .................................................................................... 10

ANNEXURE B30/D – PLANNING DOCUMENTS ........................................................................................ 10

ANNEXURE B30/E – EXCAVATION, SELECT FILL AND DRAINAGE ZONE VOLUMES FOR MEASUREMENT AND PAYMENT PURPOSES ............................................................................................................ 12

ANNEXURES B30/F TO B30/K – (NOT USED)......................................................................................... 17

ANNEXURE B30/L – MINIMUM FREQUENCY OF TESTING ..................................................................... 17

ANNEXURE B30/M – REFERENCED DOCUMENTS .................................................................................. 18

LAST PAGE OF THIS DOCUMENT IS .......................................................................................................... 18

Ed 2 / Rev 1 i

D&C B30 Excavation and Backfill for Bridgeworks

FOREWORD

RMS COPYRIGHT AND USE OF THIS DOCUMENT

Copyright in this document belongs to Roads and Maritime Services.

When this document forms part of a deed

This document should be read with all the documents forming the Project Deed.

When this document does not form part of a deed

This copy is not a controlled document. Observe the Notice that appears on the first page of the copy controlled by RMS. A full copy of the latest version of the document is available on the RMS Internet website: http://www.rms.nsw.gov.au/business-industry/partners-suppliers/specifications/index.html

BASE SPECIFICATION

This document is based on Specification RMS B30 Edition 4 Revision 1.

ii Ed 2 / Rev 1

http://www.rms.nsw.gov.au/business-industry/partners-suppliers/specifications/index.html

(RMS COPYRIGHT AND USE OF THIS DOCUMENT - Refer to the Foreword after the Table of Contents)

RMS SPECIFICATION D&C B30


1 GENERAL

1.1 SCOPE

This Specification sets out the excavation and backfilling requirements associated with bridgeworks, including earth retaining structures. It also sets out the requirements for cofferdams and shoring, and mass concrete blinding layers.

Backfilling includes both backfilling of excavations up to the adjacent surface level, and backfilling to the levels shown on the Design Documentation drawings, such as that behind bridge abutments and earth retaining structures.

This Specification does not cover:

(a) backfilling from the natural surface level up to the underside of the sill beam at “spill-through” bridge abutments – refer to Specification RMS D&C R44 for the relevant requirements;

(b) backfilling against and over culverts or box section underpasses – refer to Specification RMS D&C R11 for the relevant requirements;

(c) backfilling for reinforced soil walls – refer to Specification RMS D&C R58 for the relevant requirements.

1.2 STRUCTURE OF THE SPECIFICATION

This Specification includes a series of annexures that detail additional requirements.

1.2.1 (Not Used)

1.2.2 (Not Used)

1.2.3 Schedules of HOLD POINTS and Identified Records

The schedules in Annexure B30/C list the HOLD POINTS that must be observed. Refer to Specification RMS D&C Q6 for the definition of HOLD POINTS.

The records listed in Annexure B30/C are Identified Records for the purposes of RMS D&C Q6 Annexure Q/E.

1.2.4 Planning Documents

The PROJECT QUALITY PLAN must include each of the documents and requirements listed in Annexure B30/D and must be implemented.

Ed 2 / Rev 1 1


B30 Excavation and Backfill for Bridgeworks

1.2.5 Frequency of Testing

The Inspection and Test Plan must nominate the proposed frequency of testing to verify conformity of the item, which must not be less than the frequency specified in Annexure B30/L. Where a minimum frequency is not specified, nominate an appropriate frequency. Frequency of testing must conform to the requirements of RMS D&C Q6.

1.2.6 Referenced Documents

Standards, specifications and test methods are referred to in abbreviated form (e.g. AS 1234). For convenience, the full titles are given in Annexure B30/M.

1.3 DEFINITIONS

The terms “you” and “your” mean “the Contractor” and “the Contractor’s” respectively.

The following definitions apply to this Specification:

Contaminated material

Material classified as Restricted, Hazardous or Special Waste in accordance with EPA Waste Classification Guidelines.

Earth retaining structures

Structures which are designed and constructed to retain earth. They include retaining walls and bridge abutments (including the sill beam of spill-through abutments).

Frame structures

Structures with their members joined together by moment resisting connections, such as integral and semi-integral bridges.

Select Fill Fill material of specified quality placed against or adjacent to structures. This material is different from Selected Material (refer RMS D&C R44 for definition of Selected Material).

2 SAFETY AND ENVIRONMENTAL PROTECTION

2.1 WORK HEALTH AND SAFETY

Implement work health and safety measures, including preparation of Safe Work Method Statements, in accordance with Specification RMS D&C G22.

2.2 ENVIRONMENTAL PROTECTION

Implement appropriate environmental control measures in accordance with Specifications RMS D&C G36 and D&C G38.

3 COFFERDAMS AND SHORING Cofferdams must be constructed sufficiently watertight to prevent water seepage through the sides during concreting, which can cause damage to the freshly placed concrete.

2 Ed 2 / Rev 1


Excavation and Backfill for Bridgeworks B30

Position the toe of the cofferdam sufficiently below the level of the bottom of the excavation, to avoid piping at the bottom of the excavation from water seepage.

Provide adequate bracing to the cofferdams. The construction of the cofferdam must be such that removal of the cofferdam will not damage the concrete structure.

Provide sufficient clearance within the cofferdam for construction and inspection of the exterior surfaces of the formwork and for pumping out water both inside and outside the forms as required.

HOLD POINT

Process Held: Construction of cofferdams and/or shoring.

Submission Details: At least 5 working days prior to the proposed date for commencement of construction, submit details of the cofferdams and/or shoring with details of clearances provided, together with a statement by a Chartered Professional Engineer experienced in this type of work, certifying the design.

Release of Hold Point: The Nominated Authority will consider the submitted documents prior to authorising the release of the Hold Point.

Do not incorporate material used in the construction of the cofferdam or shoring within the concrete of the finished structure, unless shown otherwise on the Design Documentation drawings.

Remove any cofferdams and shoring, including temporary piles, to a minimum of 0.5 m below natural or finished surface, whichever is lower.

4 EXCAVATION

4.1 GENERAL

4.1.1 Survey Marks

During excavation and backfilling, do not disturb any survey bench marks, survey or level peg, plug, pipe or marking. Comply with the requirements of Specification RMS D&C G71 on the care, protection and preservation of survey control marks.

4.1.2 No Blasting

Do not use blasting in excavation for foundation members.

4.1.3 Contaminated Material

If contaminated material is encountered during excavation, notify the RMS Representative immediately and deal with the contaminated material in accordance with RMS D&C R44.

4.2 EXCAVATION OF STREAM CHANNEL

Where excavation of a stream channel is required, the excavation must extend to join the existing stream bed in such a manner as to allow the smooth flow of water past the structure.

Ed 2 / Rev 1 3



4.3 EXCAVATION FOR CONSTRUCTION OF STRUCTURES

4.3.1 General

Excavate for construction of structures to the depth and profile shown on the Design Documentation drawings. The RMS Representative may require excavation to a different level from that shown on the Design Documentation drawings.

Avoid disturbing the material below the required excavation level shown on the Design Documentation drawings.

Remove all loose material from within the excavation before placing concrete.

4.3.2 Foundations on Rock

For foundations bearing on rock, thoroughly clean out any minor fissures in the rock and refill the fissures with concrete, mortar or grout. Wet the rock surface prior to placing concrete.

Fill any over-excavation in rock with concrete of the same quality as that of the overlying concrete structure.

4.3.3 Foundations on Earth

For foundations bearing on earth, backfill any over-excavation under the foundation member with Select Fill complying with Clause 6.2.2, or concrete of the same quality as the overlying concrete structure.

4.3.4 Excavation for Anchor Beams

Excavate for anchor beams, anchor blocks, and other similar members in a manner such that concrete for the member placed within the excavation is in direct contact with the sides of the excavation.

If side forms are used, fill the space between the concrete member and the sides of the excavation remaining when forms are removed with concrete of the same quality as that of the member.

4.4 INSPECTION OF FOUNDATION MATERIAL

Prior to placing concrete for the mass concrete blinding layer, present the excavated foundation area for inspection by the Geotechnical Design Representative.

HOLD POINT

Process Held: Placing of concrete for mass concrete blinding layer for each foundation member (except foundation members supported by piles).

Submission Details: Conformity records for levels and dimensions of excavation, for each foundation member.

Release of Hold Point: The Nominated Authority will inspect the foundation material, and may direct further excavation, prior to authorising the release of the Hold Point.

Where further excavation is required, the above Hold Point will again apply after the completion of the excavation to the new levels or new dimensions.

4 Ed 2 / Rev 1



5 MASS CONCRETE BLINDING LAYER Where shown on the Design Documentation drawings, place unreinforced mass concrete as a blinding layer over the earth foundation material. Do not place concrete in the presence of surface or seepage water.

The concrete for the blinding layer must be of the same quality as that of the overlying concrete structure, unless shown otherwise on the Design Documentation drawings.

The mass concrete layer must be brought to a level finish unless shown otherwise on the Design Documentation drawings and allowed to harden sufficiently before any subsequent operation over it can take place, to avoid damage to the layer.

6 BACKFILLING AGAINST STRUCTURES

6.1 GENERAL

6.1.1 Extent

Backfill against structures to the details shown on the Design Documentation drawings.

6.1.2 Remove Foreign Material

Prior to backfilling, remove all foreign material such as waste concrete and timber from within the excavation.

6.2 FILL AND DRAINAGE MATERIAL

6.2.1 General

Fill material for backfilling and granular drainage material must be free of timber and rubbish.

Where these materials are imported, provide the RMS Representative with details of the proposed source locations, quantities and types of material before the imported material is delivered to site.

6.2.2 Chemical Properties

The chemical properties of placed Select Fill, earth fill and drainage material must conform to Table B30.1.

Table B30.1 – Chemical Properties of Fill and Drainage Material

Property Test Method Requirement

pH RMS T123 ≥ 5.5

Sulfates (expressed as SO4) RMS T1011 ≤ 1000 mg/L

Chlorides RMS T1010 ≤ 200 mg/L

Ed 2 / Rev 1 5



6.2.3 Select Fill

Select Fill must conform to the requirements shown in Table B30.2, and must be capable of achieving the relative compaction specified in Clause 6.4.

Table B30.2 – Select Fill Material Properties


Particle size distribution: RMS T106, T107 (1)

Percentage passing AS Sieve (by mass)

53 mm 100%

37.5 mm > 60%

2.36 mm < 50%

75 µm < 15%

Coefficient of uniformity (2) RMS T106, T107 (1) ≥ 5

Plasticity Index RMS T108, T109 ≤ 15

Notes: (1) After pretreatment in accordance with Test Method RMS T102. (2) Coefficient of uniformity = D60/D10, where D60 and D10 are the equivalent sieve sizes in mm which 60%

and 10% of the Select Fill passes respectively, as interpolated from particle size distribution curve.

6.2.4 Earth Fill

Earth fill must conform to the requirements shown in Table B30.3, and must be capable of achieving the relative compaction specified in Clause 6.4.

Table B30.3 – Earth Fill Material Properties


Maximum particle dimension RMS T280 200 mm

Particle size distribution: RMS T106

Percentage passing AS Sieve (by mass)

37.5 mm > 60%

Coefficient of uniformity (1) RMS T106, T107 ≥ 5

Notes: (1) Coefficient of uniformity = D60/D10, where D60 and D10 are the equivalent sieve sizes in mm which 60%

and 10% of the Earth Fill passes respectively, as interpolated from particle size distribution curve.

6.2.5 Drainage Zone Material

Drainage zone material must be clean, graded, hard and durable, of either crushed stone or river gravel, conforming to the requirements shown in Table B30.4:

6 Ed 2 / Rev 1



Table B30.4 – Drainage Zone Material Properties


Particle size distribution: RMS T106

Percentage passing As Sieve (by mass)

53 mm 100%

9.5 mm < 5%

6.2.6 Corrugated Perforated Plastic Subsurface Drainage Pipe

Corrugated perforated plastic subsurface drainage pipe must comply with Specification RMS D&C 3552.

6.3 AGE OF STRUCTURE BEFORE BACKFILLING

Unless specified otherwise on the Design Documentation drawings, carry out backfilling only at the following times:

(a) Against concrete members other than those in items (b) or (c)

Do not carry out backfilling until at least 7 days has elapsed after concrete placement, or at least 75% of the specified minimum 28 day concrete compressive strength of the member has been achieved, whichever is earlier.

(b) Against concrete earth retaining structures (e.g. cantilever retaining walls and conventional bridge abutments)

Do not carry out backfilling until at least 100% of the specified minimum 28 day concrete compressive strength of the structure has been achieved, but in any case not earlier than 7 days after concrete placement.

(c) Against concrete frame structures (e.g. integral and semi-integral bridge abutments)

In addition to the requirements of item (b) above, do not carry out backfilling until the compressive strength of the concrete in the bridge deck (or horizontal connecting slab) has reached at least 75% of the specified minimum 28 day concrete compressive strength.

6.4 PLACING AND COMPACTION

6.4.1 Field Moisture Content

Unless specified otherwise or accepted by the RMS Representative, the field moisture content of the Select Fill and earth fill at the time of placing must be between 60 to 90% of the optimum moisture content.

Determine the field moisture content in accordance with Test Methods RMS T120, T121 or T180. Only use T121 and T180 where results have previously been checked against those of T120 for the range of materials being compacted, using Test Method RMS T2105.

Ed 2 / Rev 1 7



6.4.2 Layer Thickness and Relative Compaction

Place Select Fill and earth fill in layers of (compacted) thickness not exceeding that shown in Table B30.5, and compact to the relative compaction requirements shown in Table B30.5.

Conformity of a Lot is achieved if the characteristic value of relative compaction of that Lot is not less than the lower limit specified in Table B30.5.

Table B30.5 – Fill Materials, Layer Thickness and Compaction

Fill Type Location Maximum

Layer Thickness (2)

Relative Compaction

(3)

Select Fill Below foundations on earth where over-excavation has occurred (refer Clause 4.3.3).

150 mm (4) 102%

Select Fill Behind abutments and retaining walls (1) within a distance of H/2 from edge of base slab, where H is distance between the base of the footing and the top of the wall.

150 mm (4) 98%

Earth Fill All other locations. 300 mm 98%

Notes: (1) “Behind … walls” refers to the backfilled side of the walls. (2) Layer thickness after compaction. (3) Lower limit of characteristic value of relative compaction. (4) May be increased to 200 mm away from abutments or retaining walls where machines heavier than one tonne

are permitted in compaction.

6.4.3 Determination of Field Density and Relative Compaction

Determine the field (insitu) density using either Test Methods RMS T173 using a nuclear gauge, RMS T119 using the sand replacement method, or RMS T165 using the fixed volume extractive method. The situations where these test methods are applicable are shown in Table B30.6.

Table B30.6 – Applicable Test Methods for Determining Field Density and Relative Compaction

Fill Material Properties Test Method / Actions

≤ 20% by mass retained on 37.5 mm AS sieve Either T173 (nuclear gauge) or T119 (sand replacement method)

> 20%, ≤ 40% by mass retained on 37.5 mm AS sieve T119 (sand replacement method) (1)

> 40% by mass retained on 37.5 mm AS sieve Report only % by mass of oversize material (2)

Fine to medium grained sand, including single size material or gap graded material

T165 (fixed volume extractive method)

Notes: (1) If % by mass retained on 37.5 mm AS sieve is between 20% and 40%, do not use the nuclear gauge method. (2) If % by mass retained on 37.5 mm AS sieve is greater than 40%, do not report the relative compaction as the

test result obtained is not valid.

Do not use RMS T173 (nuclear gauge) for insitu density tests if the layer thickness exceeds 300 mm.

8 Ed 2 / Rev 1



Calculate the relative compaction using Test Method RMS T166.

Determine the characteristic value of relative compaction in accordance with RMS D&C Q6. Round off the relative compaction value and the characteristic relative compaction value to the nearest 0.1%.

6.4.4 Compaction Method

Start the compaction at areas immediately adjacent to the wall, and then gradually proceed away from the wall.

Do not use vibrating rollers of mass exceeding one tonne, or any other equipment that may potentially cause damage to the earth retaining structure, to compact fill material located within 2 m behind the structure. Provide, as part of your PROJECT QUALITY PLAN, details of your method for compaction of fill located within this zone.

6.4.5 Backfilling Against Several Sides

When backfilling against several sides of a structure is required, maintain the level of the backfill at approximately the same levels on opposing sides during backfilling.

In the case of frame structures (refer Clause 1.3 for definition), at any time during backfilling, the difference in level of the backfill at opposing sides must not exceed 500 mm.

6.5 DRAINAGE ZONE BEHIND EARTH RETAINING STRUCTURES

Place granular drainage material complying with Clause 6.2.4 in the drainage zone behind retaining structures to the extent shown on the Design Documentation drawings.

Provide within the drainage zone a corrugated perforated plastic subsurface drainage pipe, discharging into the drainage system.

Provide a geotextile complying with Specification RMS D&C R63 to separate the granular drainage material from the adjoining fill material.

Alternatively, subject to the RMS Representative’s concurrence, where the drainage zone is less than 3 m high, the granular drainage material may be substituted by a geocomposite membrane of equivalent drainage capacity.

6.6 DISPOSAL OF SURPLUS EXCAVATED MATERIAL

Unless otherwise specified or accepted by the RMS Representative, remove and dispose of all surplus excavated material from the Site.

Ed 2 / Rev 1 9



ANNEXURES B30/A TO B30/B – (NOT USED)

ANNEXURE B30/C – SCHEDULES OF HOLD POINTS AND IDENTIFIED RECORDS

Refer to Clause 1.2.3.

C1 SCHEDULE OF HOLD POINTS

Clause Description

3 Submission of cofferdam and/or shoring details

4.4 Inspection of foundation prior to placing mass concrete blinding layer

C2 SCHEDULE OF IDENTIFIED RECORDS

The records listed below are Identified Records for the purposes of RMS D&C Q6 Annexure Q/E.

Clause Description of Identified Record

6.2.1 Details of source, location, quantities and type of imported Select Fill.

ANNEXURE B30/D – PLANNING DOCUMENTS Refer to Clause 1.2.4.

The following documents are a summary of documents that must be included in the PROJECT QUALITY PLAN. The requirements of this Specification and others included in the deed must be reviewed to determine additional documentation requirements.

Clause Description

3 Details of cofferdam and/or shoring.

3 Method of installation and removal of cofferdam.

6.4.4 Method of compaction of fill material located within 2 metres behind earth retaining structure.

10 Ed 2 / Rev 1



ANNEXURE B30/E

The following pages of Annexure B30/E are included for information only. The statements on measurement and payment do not apply to D&C contracts.

Ed 2 / Rev 1 11



ANNEXURE B30/E – EXCAVATION, SELECT FILL AND DRAINAGE ZONE VOLUMES FOR MEASUREMENT AND PAYMENT PURPOSES

Notes: (1) The details shown above serves only to indicate the extent of the volumes of excavation, Select Fill backfill and drainage zone that are measured and paid for under

Annexure B30/B. These volumes are measured net, with no account taken in the measurement for payment of any additional excavation and backfilling necessitated by the construction method adopted, and the rates are deemed to have made due allowance for any additional excavation and backfilling so required.

(2) The actual details shown on the Drawings may differ from the details and dimensions shown above, in which case the details and dimensions shown on the Drawings take precedence over those shown above.

(3) The features other than the Select Fill backfill and drainage zone shown adjacent to the retaining structure serves merely to illustrate possible configurations in the finished works. The actual works required will be shown on the Drawings, and constructed in accordance with the relevant specifications.

Figure B30/E.1

Finished surface (shown for illustration purposes only)

H/2

H

Natural surface (shown for illustration purposes only)


Mass concrete blinding layer

300 mm

1000 mm

Indicative extent of excavation (shown for illustration purposes only)


See Note (1) See Note (1)

LEGEND


Excavation volume measured and paid for under Annexure B30/B Pay Item (a)

Select Fill volume measured and paid for under Annexure B30/B Pay Item (c)

Drainage zone volume measured and paid for under Annexure B30/B Pay Item (e)

Ed 2 / Rev 1 12







Figure B30/E.2


H/2

H Natural surface (shown for illustration purposes only)


1000 mm

300 mm Indicative extent of excavation (shown

for illustration purposes only)

Pavement

Upper Zone of Formation


See Note (1)

See Note (1)

LEGEND


Shown for illustration

purposes only

Footpath (shown for illustration purposes only)




Ed 2 / Rev 1 13







Figure B30/E.3

Pavement

H/2

Bridge superstructure


H

Pile

1000 mm

300 mm



Natural surface (shown for illustration purposes only) Indicative extent of excavation (shown for illustration purposes only)

Approach slab


See Note (1)

See Note (1)

LEGEND


Shown for illustration

purposes only

Shown for illustration purposes only




Ed 2 / Rev 1 14



Notes: (1) The details shown above serves only to indicate the extent of the volumes of Select Fill backfill and drainage zone that are measured and paid for under Annexure B30/B.

These volumes are measured net, with no account taken in the measurement for payment of any additional excavation and backfilling necessitated by the construction method adopted, and the rates are deemed to have made due allowance for any additional excavation and backfilling so required.



Figure B30/E.4

Pavement

H/2

Bridge superstructure

H Extent of wing wall (shown for illustration purposes only)

300 mm


Pile

LEGEND

See Legend

Approach slab

1000 mm Shown for

illustration purposes only

Shown for illustration purposes only




Spill through bridge abutment fill material measured and paid for under RMS R44

Ed 2 / Rev 1 15



Notes: (1) The details shown above serves only to indicate the extent of the volume of excavation that is measured and paid for under Annexure B30/B. The volume is measured net,

with no account taken in the measurement for payment of any additional excavation and backfilling necessitated by the construction method adopted, and the rates are deemed to have made due allowance for any additional excavation and backfilling so required.


(3) The features other than the earth fill backfill shown adjacent to the footing/pile cap serves merely to illustrate possible configurations in the finished works. The actual works required will be shown on the Drawings, and constructed in accordance with the relevant specifications.

Figure B30/E.5

Footing (Pilecap similar)

Pier column




Earth fill complying with Clause 6.2.3

See Note (1) See Note (1)

LEGEND


Excavation volume measured and paid under Annexure B30/B Pay Item (a)

Ed 2 / Rev 1 16


Excavation and Backfill for Bridgeworks D&C B30

ANNEXURES B30/F TO B30/K – (NOT USED)

ANNEXURE B30/L – MINIMUM FREQUENCY OF TESTING Refer to Clause 1.2.5.

Clause Characteristic Tested Test Method Minimum Frequency of Testing

Select Fill

6.2.1 Chemical properties RMS T123, T1010, T1011

One per 500 m3

6.2.2 Particle size distribution and coefficient of uniformity

RMS T102, T106, T107

One per 500 m3

6.2.2 Plastic Index RMS T108, T109 One per 500 m3

6.4 Relative compaction RMS T119, T165, T166, T173

One per layer, or one per 100 m2, or one per day, whichever is more frequent

Earth fill


One per 500 m3

6.2.3 Maximum particle dimension RMS T280 One per 500 m3

6.2.3 Particle size distribution and coefficient of uniformity

RMS T106, T107 One per 500 m3

6.4 Relative compaction RMS T119, T165, T166, T173

In accordance with RMS D&C Q6

Drainage Zone Material


One per 500 m3

6.2.4 Particle size distribution RMS T106 One per 500 m3

Ed 2 / Rev 1 17


D&C B30 Excavation and Backfill for Bridgeworks

ANNEXURE B30/M – REFERENCED DOCUMENTS Refer to Clause 1.2.6.

RMS Specifications

RMS D&C G22 Work Health and Safety (Construction Works)

RMS D&C G36 Environmental Protection

RMS D&C G38 Soil and Water Management

RMS D&C G71 Construction Surveys

RMS D&C Q6 Quality Management System (Type 6)

RMS D&C R44 Earthworks

RMS D&C R63 Geotextiles (Separation and Filtration)

RMS D&C 3552 Subsurface Drainage Pipe (Corrugated Perforated and Non-perforated Plastic)

RMS Test Methods

RMS T102 Pre-treatment of Road Construction Materials by Compaction

RMS T106 Coarse Particle Size Distribution of Road Construction Materials (by Dry Sieving)

RMS T107 Fine Particle Size Distribution of Road Construction Materials

RMS T108 Liquid Limit of Road Materials

RMS T109 Plastic Limit and Plasticity Index of Road Construction Materials

RMS T119 Field Density of Road Construction Materials (Sand Replacement Method)

RMS T120 Moisture Content of Road Construction Materials (Standard Method)

RMS T121 Moisture Content of Road Construction Materials (Sand Bath or Hot Plate Method)

RMS T123 Ph Value of a Soil (Electrometric Method)

RMS T165 Density In Situ of Road Construction Materials (Fixed Volume Extractive Method)

RMS T166 Relative Compaction of Road Construction Materials

RMS T173 Field Wet Density of Road Construction Materials (Nuclear Gauge in Direct Transmission Method)

RMS T180 Moisture Content of Road Construction Materials (Microwave Oven Method)

RMS T280 Determination of Maximum Particle Dimension of Road Construction Materials by Direct Measurement

RMS T1010 Quantitative Determination of Chlorides in Soil

RMS T1011 Quantitative Determination of Sulphates in Soil

RMS T2105 Correlation of Moisture Content with Standard Method

18 Ed 2 / Rev 1