Idea Transcript
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
Authorised By
Description of Revision
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
Ed 1/Rev 3
Updated to accord with base (non-D&C) Specification B30 Ed 3/Rev 5.
GM, IC
15.02.13
Ed 2/Rev 0
Updated to accord with base (non-D&C) Specification B30 Ed 4/Rev 0.
GM, CPS
20.04.15
Edition 2 / Revision 0 April 2015
ROADS AND MARITIME SERVICES
S PECIFICATION D&C B30
EXCAVATION AND BACKFILL FOR BRIDGEWORKS Copyright – Roads and Maritime Services IC-DC-B30
VERSION FOR: DATE:
Edition 2 / Revision 0 April 2015
ROADS AND MARITIME SERVICES
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 ........................................................................................................................................ 3 1.1 Scope .............................................................................................................................. 3 1.2 Structure of the Specification ......................................................................................... 3 1.3 Definitions ...................................................................................................................... 4
2
SAFETY AND ENVIRONMENTAL PROTECTION ................................................................................ 4 2.1 Work Health and Safety ................................................................................................. 4 2.2 Environmental Protection ............................................................................................... 4
3
COFFERDAMS AND SHORING .......................................................................................................... 4
4
EXCAVATION .................................................................................................................................. 5 4.1 General ........................................................................................................................... 5 4.2 Excavation of Stream Channel ....................................................................................... 5 4.3 Excavation for Construction of Structures ..................................................................... 6 4.4 Inspection of Foundation Material ................................................................................. 6
5
MASS CONCRETE BLINDING LAYER .............................................................................................. 7
6
BACKFILLING AGAINST STRUCTURES ............................................................................................ 7 6.1 General ........................................................................................................................... 7 6.2 Fill and Drainage Material ............................................................................................. 7 6.3 Age of Structure Before Backfilling .............................................................................. 9 6.4 Placing and Compaction ................................................................................................. 9 6.5 Drainage Zone Behind Earth Retaining Structures ...................................................... 11 6.6 Disposal of Surplus Excavated Material ...................................................................... 11
ANNEXURES B30/A TO B30/B – (NOT USED) ........................................................................................ 12 ANNEXURE B30/C – SCHEDULES OF HOLD POINTS AND IDENTIFIED RECORDS .................................... 12 C1 Schedule of Hold Points ............................................................................................... 12 C2 Schedule of Identified Records .................................................................................... 12 ANNEXURE B30/D – PLANNING DOCUMENTS........................................................................................ 12 ANNEXURES B30/E TO B30/K – (NOT USED) ........................................................................................ 13 ANNEXURE B30/L – MINIMUM FREQUENCY OF TESTING ..................................................................... 13 ANNEXURE B30/M – REFERENCED DOCUMENTS .................................................................................. 14 LAST PAGE OF THIS DOCUMENT IS .......................................................................................................... 14
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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 0.
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Excavation and Backfill for Bridgeworks
D&C B30
RMS SPECIFICATION D&C B30 EXCAVATION AND BACKFILL FOR BRIDGEWORKS
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.
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D&C B30 1.2.5
Excavation and Backfill for Bridgeworks
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.
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Excavation and Backfill for Bridgeworks
D&C 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.
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D&C B30
Excavation and Backfill for Bridgeworks
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. 6
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Excavation and Backfill for Bridgeworks
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D&C B30
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
Select Fill
Select Fill must conform to the requirements shown in Table B30.1, and must be capable of achieving the relative compaction specified in Clause 6.4.
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D&C B30
Excavation and Backfill for Bridgeworks Table B30.1 – Select Fill Material Properties Property Maximum particle dimension (1) Percentage passing
Requirement 53 mm
(2, 3)
:
2.36 mm AS sieve
< 50%
0.075 mm AS sieve
< 15%
Plasticity Index
≤ 15%
(4)
Notes: (1) In accordance with Test Method RMS T280. (2) After pretreatment in accordance with Test Method RMS T102. (3) In accordance with Test Methods RMS T106 and T107. (4) In accordance with Test Methods RMS T108 and T109.
6.2.3
Earth Fill
Earth 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 – Earth Fill Material Properties Property Maximum particle dimension (1)
Requirement 200 mm
Percentage passing (2): 37.5 mm AS sieve
> 60%
Notes: (1) In accordance with Test Method RMS T280. (2) In accordance with Test Method RMS T106.
6.2.4
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 B30.3: Table B30.3 – Drainage Zone Material Properties Property Maximum particle dimension (1)
Requirement 53 mm
(2)
Percentage passing : 9.5 mm AS sieve
< 5%
Notes: (1) In accordance with Test Method RMS T280. (2) In accordance with Test Method RMS T106.
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Excavation and Backfill for Bridgeworks 6.2.5
D&C B30
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.
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 B30.4, and compact to the relative compaction requirements shown in Table B30.4. 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 B30.4.
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D&C B30
Excavation and Backfill for Bridgeworks Table B30.4 – 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 B30.5. Table B30.5 – 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 cohesionless materials, including one 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. 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%.
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Excavation and Backfill for Bridgeworks 6.4.4
D&C B30
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.
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D&C B30
Excavation and Backfill for Bridgeworks
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 3 4.4
C2
Description Submission of cofferdam and/or shoring details Inspection of foundation prior to placing mass concrete blinding layer
SCHEDULE OF IDENTIFIED RECORDS
The records listed below are Identified Records for the purposes of RMS D&C Q6 Annexure Q/E. Clause 6.2.1
Description of Identified Record 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 3
Details of cofferdam and/or shoring.
3
Method of installation and removal of cofferdam.
6.4.4
12
Description
Method of compaction of fill material located within 2 metres behind earth retaining structure.
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Excavation and Backfill for Bridgeworks
D&C B30
ANNEXURES B30/E TO B30/K – (NOT USED) ANNEXURE B30/L – MINIMUM FREQUENCY OF TESTING Refer to Clause 1.2.5. Clause
Characteristic Analysed
Test Method
Minimum Frequency of Testing
Select Fill 6.2.2
Particle size distribution
T102, T106, T107
One per 500 m3
6.2.2
Plastic Index
T108, T109
One per 500 m3
Relative compaction
T119, T165, T166, T173
One per layer, or one per 100 m2, or one per day, whichever is more frequent
T119, T165, T166, T173
In accordance with D&C Q6
6.4
Earth fill 6.4
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Relative compaction
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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 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 T2105
Correlation of Moisture Content with Standard Method
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