Insert
Work Order Ref: InsertWork Order Title:InsertThe Client is:Hampshire County Council
Contents (Continued)
GENERATION FOUR
Civil Engineering, Highways and Transportation
Collaborative Frameworks
FRAMEWORK TWO 2020-2024
VOLUME 2
Specification
Reference for The Works:
[insert reference]
Title of The Works:
[insert title]
The Client is:
[insert Client name]
The Client’s Internal Project Reference:
[insert reference]
Revision
Issue
Date
Prepared By
Approved By
-
-
-
-
{Compiler: - amend revision numbering to suit your individual scheme including “Contract Audit”, “Tender Issue” and “Issue for Construction”}
Work Order Ref: InsertWork Order Title:InsertThe Client is:Hampshire County Council
Job Number: InsertVolume 2 – Page 2/559
Revision Number: 1.00Date: 28/07/2020
Job Number: InsertVolume 2 – Page 373/547
Revision Number: 1.00Date: 28/07/2020
CONTENTS
PREAMBLE TO THE SPECIFICATION10
SPECIFICATION FOR HIGHWAYS WORKS: SCHEDULE OF PAGES AND RELEVANT PUBLICATION DATES (02/20)12
APPENDIX 0/1 : CONTRACT SPECIFIC ADDITIONAL, SUBSTITUTE AND CANCELLED CLAUSES, TABLES AND FIGURES INCLUDED IN THE CONTRACT15
APPENDIX 0/2 : CONTRACT SPECIFIC MINOR ALTERATIONS TO EXISTING CLAUSES, TABLES AND FIGURES INCLUDED IN THE CONTRACT52
APPENDIX 0/3 :LIST OF CONTRACT SPECIFIC NUMBERED APPENDICES REFERRED TO IN THE SPECIFICATION AND INCLUDED IN THE CONTRACT63
APPENDIX 0/4 : LIST OF DRAWINGS INCLUDED IN THE CONTRACT73
APPENDIX 1/1 : TEMPORARY ACCOMMODATION AND EQUIPMENT FOR THE OVERSEEING ORGANISATION77
APPENDIX 1/2 : VEHICLES FOR THE OVERSEEING ORGANISATION90
APPENDIX 1/3 : RADIO COMMUNICATION SYSTEM FOR THE OVERSEEING ORGANISATION91
APPENDIX 1/4 : WORKING AND FABRICATION DRAWINGS92
APPENDIX 1/5 : TESTING TO BE CARRIED OUT BY THE CONTRACTOR93
APPENDIX 1/6 : SUPPLY AND DELIVERY OF SAMPLES TO THE OVERSEEING ORGANISATION155
APPENDIX 1/7 : SITE EXTENT AND LIMITATIONS ON USE158
APPENDIX 1/8 : OPERATIVES FOR THE OVERSEEING ORGANISATION164
APPENDIX 1/9 : CONTROL OF NOISE AND VIBRATION165
APPENDIX 1/10 :PERMANENT WORKS TO BE DESIGNED BY THE CONTRACTOR171
APPENDIX 1/11 :TEMPORARY WORKS DESIGN175
APPENDIX 1/12 :SETTING OUT AND EXISTING GROUND LEVELS176
APPENDIX 1/13 :PROGRAMME OF WORKS178
APPENDIX 1/14 :PAYMENT APPLICATIONS183
APPENDIX 1/15 :ACCOMMODATION WORKS184
APPENDIX 1/16 :PRIVATELY AND PUBLICLY OWNED SERVICES AND SUPPLIES185
APPENDIX 1/17 :TRAFFIC SAFETY AND MANAGEMENT196
APPENDIX 1/18 :TEMPORARY HIGHWAYS FOR TRAFFIC222
APPENDIX 1/19 :ROUTEING OF VEHICLES223
APPENDIX 1/20 :RECOVERY VEHICLES FOR BREAKDOWNS224
APPENDIX 1/21 :INFORMATION BOARDS227
APPENDIX 1/22 :PROGRESS PHOTOGRAPHS229
APPENDIX 1/23 :RISKS TO HEALTH AND SAFETY230
APPENDIX 1/24 :QUALITY MANAGEMENT SYSTEM233
APPENDIX 1/25 : TEMPORARY CLOSED-CIRCUIT TELEVISION (CCTV) SYSTEM FOR THE MONITORING OF TRAFFIC235
APPENDIX 1/27 :TEMPORARY AUTOMATIC SPEED CAMERA SYSTEM FOR THE ENFORCEMENT OF MANDATORY SPEED LIMITS AT ROADWORKS (TASCAR)236
APPENDIX 1/70 :COMMUNICATIONS SUPPORT AND KEY CONTRACTOR RESOURCES239
APPENDIX 1/71 :BIM (BUILDING INFORMATION MODELLING)244
APPENDIX 2/1 : LIST OF BUILDINGS, ETC. TO BE DEMOLISHED OR PARTIALLY DEMOLISHED245
APPENDIX 2/2 : FILLING OF TRENCHES AND PIPES251
APPENDIX 2/3 : RETENTION OF MATERIAL ARISING FROM SITE CLEARANCE253
APPENDIX 2/4 : EXPLOSIVES AND BLASTING255
APPENDIX 2/5 : HAZARDOUS MATERIALS256
APPENDIX 2/6 : SITE CLEARANCE ENVIRONMENTAL REQUIREMENTS258
APPENDIX 3/1 : FENCING, GATES AND STILES260
APPENDIX 4/1 : ROAD RESTRAINT SYSTEMS (VEHICLE AND PEDESTRIAN)262
APPENDIX 4/2 : INFORMATION REQUIRED TO DEMONSTRATE COMPLIANCE OF ROAD RESTRAINT SYSTEMS TO BS EN 1317-1, BS EN 1317-2, BS EN 1317-3 AND DD ENV 1317-4:2002269
APPENDIX 5/1 : DRAINAGE REQUIREMENTS275
APPENDIX 5/2 : SERVICE DUCT REQUIREMENTS302
APPENDIX 5/3 : SURFACE WATER CHANNELS AND DRAINAGE CHANNEL BLOCKS303
APPENDIX 5/4 : FIN DRAINS AND NARROW FILTER DRAINS304
APPENDIX 5/5 : COMBINED DRAINAGE AND KERB SYSTEMS306
APPENDIX 5/6 : LINEAR DRAINAGE CHANNEL SYSTEMS307
APPENDIX 5/7 : THERMOPLASTIC STRUCTURAL WALL PIPES AND FITTINGS308
APPENDIX 5/8: MAINTENANCE PLANS FOR SOAKAWAYS310
APPENDIX 6/1 :REQUIREMENTS FOR ACCEPTABILITY AND TESTING ETC. OF EARTHWORKS MATERIALS311
APPENDIX 6/2 : REQUIREMENTS FOR DEALING WITH CLASS U1B AND CLASS U2 UNACCEPTABLE MATERIALS318
APPENDIX 6/3 : REQUIREMENTS FOR EXCAVATION, DEPOSITION, COMPACTION (OTHER THAN DYNAMIC COMPACTION)320
APPENDIX 6/4 : REQUIREMENTS FOR CLASS 3 MATERIAL323
APPENDIX 6/5 : GEOTEXTILES USED TO SEPARATE EARTHWORKS MATERIALS324
APPENDIX 6/6 : FILL TO STRUCTURES AND FILL ABOVE STRUCTURAL FOUNDATIONS325
APPENDIX 6/7 : SUB-FORMATION AND CAPPING AND PREPARATION AND SURFACE TREATMENT OF FORMATION326
APPENDIX 6/8 : TOPSOILING328
APPENDIX 6/9 : EARTHWORK ENVIRONMENTAL BUNDS, LANDSCAPE AREAS, STRENGTHENED EMBANKMENTS330
APPENDIX 6/10 :GROUND ANCHORAGES, CRIB WALLING AND GABIONS331
APPENDIX 6/11 :SWALLOW HOLES AND OTHER NATURALLY OCCURRING CAVITIES AND DISUSED MINE WORKINGS332
APPENDIX 6/12 :INSTRUMENTATION AND MONITORING333
APPENDIX 6/13 : GROUND IMPROVEMENT334
APPENDIX 6/14 : LIMITING VALUES FOR POLLUTION OF CONTROLLED WATERS336
APPENDIX 6/15 : LIMITING VALUES FOR HARM TO HUMAN HEALTH AND THE ENVIRONMENT338
APPENDIX 7/1 : PERMITTED PAVEMENT OPTIONS343
APPENDIX 7/2 : EXCAVATION, TRIMMING AND REINSTATEMENT OF EXISTING SURFACES370
APPENDIX 7/4 :BOND COATS, TACK COATS AND OTHER BITUMINOUS SPRAYS372
APPENDIX 7/5 : IN SITU RECYCLING – THE REMIX AND REPAVE PROCESSES375
APPENDIX 7/6 : BREAKING UP OR PERFORATION OF EXISTING PAVEMENT376
APPENDIX 7/9 : COLD MILLING (PLANING) OF BITUMINOUS BOUND FLEXIBLE PAVEMENT377
APPENDIX 7/70 : MODIFIED BINDER AND MIXTURE DATA REQUIREMENTS379
APPENDIX 11/1 : KERBS, FOOTWAYS AND PAVED AREAS381
APPENDIX 11/2 : ACCESS STEPS388
APPENDIX 12/1 :TRAFFIC SIGNS : GENERAL389
APPENDIX 12/2 :TRAFFIC SIGNS : MARKER POSTS399
APPENDIX 12/3 :TRAFFIC SIGNS : ROAD MARKINGS AND STUDS400
APPENDIX 12/4 : TRAFFIC SIGNS : CONES, CYLINDERS, FTD'S AND OTHER TRAFFIC DELINEATORS405
APPENDIX 12/5 :TRAFFIC SIGNS : TRAFFIC SIGNALS AND ASSOCIATED EQUIPMENT406
APPENDIX 13/1 : INFORMATION TO BE PROVIDED WHEN SPECIFYING LIGHTING COLUMNS AND BRACKETS418
APPENDIX 13/2 :(SPECIFICATION FOR HIGHWAY WORKS) TYPICAL LIGHTING COLUMN AND BRACKET DATA SHEETS424
APPENDIX 13/3 : INSTRUCTIONS FOR COMPLETION OF LIGHTING COLUMN AND BRACKET DATA SHEETS426
APPENDIX 13/70 : INSTRUCTIONS FOR INSTALLATION OF CCTV COLUMNS428
APPENDIX 14/1 :SITE RECORDS430
APPENDIX 14/2 :LOCATION OF LIGHTING UNITS AND FEEDER PILLARS431
APPENDIX 14/3 :TEMPORARY LIGHTING432
APPENDIX 14/4 :ELECTRICAL EQUIPMENT FOR ROAD LIGHTING433
APPENDIX 14/5 :ELECTRICAL EQUIPMENT FOR TRAFFIC SIGNS439
APPENDIX 15/1 :HIGHWAY COMMUNICATIONS441
APPENDIX 15/2 :CABLE DUCT REQUIREMENTS442
APPENDIX 15/3 : REQUIREMENTS OF THE TELECOMMUNICATIONS SERVICES PROVIDER443
APPENDIX 16/1 : GENERAL REQUIREMENTS FOR PILING AND EMBEDDED RETAINING WALLS444
APPENDIX 16/2 : PRECAST REINFORCED AND PRESTRESSED CONCRETE PILES AND PRECAST REINFORCED CONCRETE SEGMENTAL PILES447
APPENDIX 16/3 :BORED CAST-INPLACE PILES450
APPENDIX 16/4 : BORED PILES CONSTRUCTED USING CONTINUOUS FLIGHT AUGERS AND CONCRETE OR GROUT INJECTION THROUGH HOLLOW AUGER STEMS453
APPENDIX 16/5 :DRIVEN CAST-INPLACE PILES454
APPENDIX 16/6 : STEEL BEARING PILES455
APPENDIX 16/7 :REDUCTION OF FRICTION ON PILES456
APPENDIX 16/8 :NON-DESTRUCTIVE METHODS FOR TESTING PILES457
APPENDIX 16/9 :STATIC LOAD TESTING OF PILES464
APPENDIX 16/10 : DIAPHRAGM WALLS465
APPENDIX 16/11 : HARD/HARD SECANT PILE WALLS466
APPENDIX 16/12 : HARD/SOFT SECANT PILE WALLS467
APPENDIX 16/13 : CONTIGUOUS BORED PILE WALLS468
APPENDIX 16/14 : KING POST WALLS469
APPENDIX 16/15 : STEEL SHEET PILES470
APPENDIX 16/16 : INTEGRITY TESTING OF WALL ELEMENTS471
APPENDIX 16/17 : INSTRUMENTATION FOR PILES AND EMBEDDED WALLS472
APPENDIX 16/18 : SUPPORT FLUID473
APPENDIX 17/1 :SCHEDULE FOR THE SPECIFICATION OF DESIGNED CONCRETE474
APPENDIX 17/3 :CONCRETE - SURFACE FINISHES479
APPENDIX 17/4 :CONCRETE - GENERAL481
APPENDIX 17/5 :BURIED CONCRETE483
APPENDIX 17/6 :GROUTING AND DUCT SYSTEMS FOR POST-TENSIONED TENDONS484
APPENDIX 17/7: PRECAST CONCRETE ELEMENTS486
APPENDIX 17/8: POST-INSTALLED ANCHORS AND REINFORCING BAR CONNECTIONS487
APPENDIX 18/1 :REQUIREMENTS FOR STRUCTURAL STEELWORK490
APPENDIX 19/1 : (SPECIFICATION FOR HIGHWAY WORKS) FORM HA/P1 (NEW WORKS) PAINT SYSTEM SHEET497
APPENDIX 19/2 :REQUIREMENTS FOR OTHER WORK498
APPENDIX 19/3 : (SPECIFICATION FOR HIGHWAY WORKS) FORM HA/P2 PAINT DATA SHEET499
APPENDIX 19/5 :GENERAL REQUIREMENTS500
APPENDIX 20/1 : WATERPROOFING FOR CONCRETE STRUCTURES502
APPENDIX 21/1 : BRIDGE BEARING SCHEDULE506
APPENDIX 23/1 : BRIDGE DECK EXPANSION JOINT SCHEDULE508
APPENDIX 23/2 : SEALING OF GAPS SCHEDULE (OTHER THAN IN BRIDGE DECK EXPANSION JOINTS)510
APPENDIX 24/1 : BRICKWORK, BLOCKWORK AND STONEWORK512
APPENDIX 25/1 : REQUIREMENTS FOR CORRUGATED STEEL BURIED STRUCTURES515
APPENDIX 25/2 : REQUIREMENTS FOR REINFORCED SOIL AND ANCHORED EARTH STRUCTURES516
APPENDIX 25/3 : REQUIREMENTS FOR POCKET-TYPE AND GROUTED-CAVITY REINFORCED BRICKWORK RETAINING WALL STRUCTURES517
APPENDIX 25/4 :ENVIRONMENTAL BARRIERS518
APPENDIX 25/5 :REQUIREMENTS FOR BURIED RIGID PIPES FOR DRAINAGE STRUCTURES522
APPENDIX 26/1 :ANCILLARY CONCRETE524
APPENDIX 26/2 :BEDDING MORTAR525
APPENDIX 26/3 :CORED THERMOPLASTIC NODE MARKERS526
APPENDIX 30/1 :GENERAL527
APPENDIX 30/2 :WEED CONTROL531
APPENDIX 30/3 :CONTROL OF RABBITS AND DEER533
APPENDIX 30/4 :GROUND PREPARATION534
APPENDIX 30/5 :GRASS SEEDING, WILDFLOWER SEEDING AND TURFING535
APPENDIX 30/6 :PLANTING538
APPENDIX 30/7 :GRASS, BULBS AND WILDFLOWER MAINTENANCE544
APPENDIX 30/8 : WATERING546
APPENDIX 30/9 :ESTABLISHMENT MAINTENANCE FOR PLANTING547
APPENDIX 30/10 : MAINTENANCE OF ESTABLISHED TREES AND SHRUBS548
APPENDIX 30/11 : MANAGEMENT OF WATERBODIES550
APPENDIX 30/12 : SPECIAL ECOLOGICAL MEASURES551
APPENDIX 50/1 : (SPECIFICATION FOR HIGHWAY WORKS) FORM HA/P1 (MAINTENANCE) PAINT SYSTEM SHEET553
APPENDIX 50/2 :REQUIREMENTS FOR OTHER WORK556
APPENDIX 50/3 :(SPECIFICATION FOR HIGHWAY WORKS) FORM HA/P2 PAINT DATA SHEET)557
APPENDIX 50/5 :GENERAL REQUIREMENTS558
APPENDIX 57/1 :REPAIR PRODUCT – REQUIREMENTS561
APPENDIX 57/2 :REQUIREMENTS FOR REINFORCEMENT563
APPENDIX 57/3 :EXECUTION OF CONCRETE REPAIRS564
APPENDIX 57/4 :SPRAYED CONCRETE566
APPENDIX 57/5 :CONCRETE INJECTION567
APPENDIX 57/6 :CONTRACTOR INVESTIGATION OF CONCRETE CONDITION569
APPENDIX 57/7 :REQUIREMENTS FOR GALVANIC ANODE570
APPENDIX 80/1 :TRENCHLESS AND MINIMUM DIG TECHNIQUES571
APPENDIX 90/1 :CCTV SURVEY OF HIGHWAY DRAINAGE SYSTEMS572
ANNEX 1 - PLANNING CONDITIONS574
{Note to Compiler: Any appendices that are not required specifically for the Contract should be deleted. Refer to User Guide}
ANNEX 1 - PLANNING CONDITIONS *
ANNEX 2 - EA FLOOD DEFENCE CONSENT *
ANNEX 3 - DETAILED UNEXPLODED ORDNANCE (UXO) RISK ASSESSMENT *
ANNEX 4 - ENVIRONMENTAL MITIGATION & MANAGEMENT STRATEGY *
ANNEX 5 - OUTLINE CEMP *
ANNEX 6 - ARBORICULTURAL IMPACT ASSESSMENT & TREE PROTECTION PLAN *
ANNEX 7 – OUTLINE AIP. *
Work Order Ref: InsertWork Order Title:InsertThe Client is:Hampshire County Council
Work Order Ref: InsertWork Order Title:InsertThe Client is:Hampshire County Council
Contents (Continued)
* {Note to Compiler: Annexes are to cover what is effectively information for the Contractor, but which require the Contractor to undertake work. Add to or delete Annexes as required and insert at the end of this document}
PREAMBLE TO THE SPECIFICATION
1. Where the Specification requires the provision of documentation to the Overseeing Organisation for statutory or type approval such documentation shall be provided to the Project Manager and Supervisor and / or their delegated deputies.
2. Other than where references to the Overseeing Organisation are made in the context of the Overseeing Organisation granting statutory or type approvals, the roles and functions of the Overseeing Organisation shall be undertaken by the Project Manager and Supervisor and / or their delegated deputies.
{Note to Complier: Where works are to be undertaken on two different Highway Authority networks, i.e. HCC and HE networks, notes 1 and 2 must be amended to reflect this}
3. The Specification referred to in the Tender shall be the 'Specification for Highway Works', published by The Stationery Office (formerly HMSO) as Volume 1 of the Manual of Contract Documents for Highway Works, as modified and extended by the following contract specific items: -
i Appendix 0/1: Contract specific Additional, Substitute and Cancelled Clauses, Tables and Figures
ii Appendix 0/2: Contract specific minor alterations to existing Clauses, Tables and Figures
iii Appendix 0/3: List of numbered appendices referred to in the specification and included in the contract
iv Appendix 0/4 contains a list of the Drawings
4. The relevant publication date of each page of the Specification for Highway Works is given in the Schedule of Pages and Relevant Publication Dates.
5. An Additional Clause as indicated by a suffix 'AR' in Appendix 0/1 is a Contract specific alteration.
6. A Substitute Clause as indicated by a suffix 'SR' in Appendix 0/1 is a Contract specific alteration.
7. A Cancelled Clause indicated by a suffix 'CR' in Appendix 0/1 is a Contract specific alteration.
8. Insofar as any of the numbered Appendices may conflict or be inconsistent with any provision of the Specification for Highway Works the Numbered Appendices shall always prevail.
9. Any reference in the Contract to a Clause number or Contract specific Appendix shall be deemed to refer to the corresponding Substitute Clause number or Appendix listed in Appendix 0/1 or 0/2.
10. Where a Clause is altered any original Table/Figure referred to in the Clause shall apply unless the Table/Figure is also altered. Where a Table/Figure is altered any reference in a Clause to the original Table/Figure shall apply to the altered Table/Figure.
11. Where a Clause in the Specification relates to work goods or materials which are not required for the works it shall be deemed not to apply.
12. Any Appendix referred to in the Specification which is not used shall be deemed not to apply.
13. If the Specification is used in conjunction with a Contract under which the Contractor is responsible for the design of any part of the Permanent Works, the delegation of the roles and functions of the Overseeing Organisation as stated in paragraph 12 above shall be amended as follows: -
i If any agreement, consent or approval required to be obtained from the Overseeing Organisation impacts on the health and safety of the general public, the environment or any property or equipment not owned or operated by the Contractor, such agreement, consent, approval shall be obtained from the Client.
ii Where the Specification provides for the Overseeing Organisation to require a test, waive the requirement for a test or alter testing frequency, the party to whom the Overseeing Organisation’s roles and functions have been ascribed by paragraph 12 above shall exercise such decisions in accordance with the Client’s requirements/Construction requirements stated in the Contract.
14. The Standard Drawing referred to in the Specification shall be the Series 11 edition and subsequent revisions of the ‘Highway Standard Details’ published by Hampshire County Council. In addition, any Highway Construction Details brought into the Contract by reference are from Volume 3 of the Manual of Contract Documents for Highway Works published by The Stationary Office (TSO).
Work Order Ref: InsertWork Order Title:InsertThe Client is:Hampshire County Council
PREAMBLE TO THE SPECIFICATION (Continued)
SPECIFICATION FOR HIGHWAYS WORKS: SCHEDULE OF PAGES AND RELEVANT PUBLICATION DATES (02/20)
Series/
Appendix
Page Number
Publication Date
000
000
000
1 to 3
6 to 7F
4 to 5
May 2014
February 2016
July 2020
100
100
1 to 2, 4 to 9, 12 to 29F
3, 10 to 11
May 2014
December 2014
200
1 to 3F
February 2016
300
300
300
1
4
2 to 3, 5 to 6F
May 2001
November 2002
May 2008
400
1 to 24F
May 2017
500
1 to 39F
February 2020
600
600
1 to 68, 70 to 77F
69
February 2016
February 2017
700
1 to 36F
February 2016
800
1 to 31F
February 2016
900
900
3, 5 to 7, 21 to 32
1 to 2, 4, 8 to 20, 33 to 79F
May 2018
July 2019
1000
1 to 45F
February 2016
1100
1100
3
1 to 2, 4 to 6F
August 2008
February 2017
1200
1200
1200
1200
1200
1200
1200
5
2 to 3
1, 14 to 16F
4, 9 to 11, 13
12
6 to 7
8
May 2001
August 2003
May 2004
May 2005
November 2006
November 2007
May 2008
1300
1300
1300
3 to 4
1, 5 to 10, 12F
2, 11
November 2004
November 2005
May 2006
1400
1400
2
1, 3 to 9F
May 2001
May 2006
1500
1 to 31F
February 2017
1600
1, 4 to 5, 9, 15, 17 to 18, 24 to 26, 29 to 31, 35, 38, 49F
March 1998
1600
2, 6 to 8, 10 to 14, 16, 19, 27 to 28, 32 to 34, 36 to 37, 39 to 42, 44 to 48
November 2003
1600
3, 20 to 23, 43
November 2005
1700
1 to 27F
December 2014
1800
1 to 35F
August 2014
1900
1 to 35F
August 2014
2000
2000
1, 3 to 4F
2
May 2001
November 2004
2100
1 to 2F
February 2016
2300
2300
1
2 to 3F
March 1998
May 2001
2400
2400
2400
1, 4, 7F
2
3, 5 to 6
May 2005
May 2006
May 2008
2500
2500
2500
2500
2500
2500
1
2, 8, 11F
10
6 to 7, 9
5
3 to 4
May 2001
November 2003
November 2004
May 2005
May 2006
November 2006
2600
2600
2600
2600
2600
1
2 to 4
5
6
7F
March 1998
November 2003
November 2004
May 2005
November 2006
3000
3000
3000
3000
4 to 7, 10, 12 to 17, 19, 22 to 27F
20
2 to 3
8 to 9, 11, 18, 21
May 2001
November 2004
May 2006
May 2008
5000
5000
1, 4 to 19F
2 to 3
May 2005
November 2008
5700
1 to 30F
February 2020
8000
1 to 12
November 2006
9000
-
June 2019
Appendix A
1 to 4F
May 2014
Appendix B
1 to 3F
May 2014
Appendix C
1 to 2F
May 2014
Appendix D
1F
May 2014
Appendix E
1F
May 2014
Appendix F
1 to 55F
January 2020
Appendix G
Not Used
Appendix H
Appendix H
Appendix H
Appendix H
1
2
3
4 to 9F
May 2004
November 2005
November 2006
November 2008
Work Order Ref: InsertWork Order Title:InsertThe Client is:Hampshire County Council
SPECIFICATION FOR HIGHWAYS WORKS: SCHEDULE OF PAGES AND RELEVANT PUBLICATION DATES (01/20) (Continued)
APPENDIX 0/1 : CONTRACT SPECIFIC ADDITIONAL, SUBSTITUTE AND CANCELLED CLAUSES, TABLES AND FIGURES INCLUDED IN THE CONTRACT
List of Additional, Substitute and Cancelled Clauses and Tables
Clause No TitlePage No
270ARSIDING17
470ARREPAIRS TO PARAPETS18
670ARTRIAL PITS AND PAVEMENT CORES19
893ARGRANULAR SUBBASE TYPE IBAA21
894ARHYDRAULICALLY BOUND MATERIAL (HBM)23
973ARGRITTING OF NEWLY LAID SURFACE COURSES OTHER THAN HRA WITH CHIPPINGS32
1173ARFOOTPATH GRAVEL GRADE 'E'34
1174ARSELF-BINDING PATH GRAVEL SYSTEM35
1770ARINVESTIGATION OF STRUCTURAL CONCRETE36
1771ARREPAIRS TO STRUCTURAL CONCRETE37
2370ARREPLACEMENT AND REPAIR OF BRIDGE EXPANSION JOINTS50
2470ARREPOINTING TO BRICKWORK AND MASONRY51
2471ARREPAIR OF BRICKWORK AND MASONRY52
{Note to Complier: Delete any AR clauses that are not required / used. When working on another Highway Authority’s network (HAN) i.e. the HE’s network, then the use of these AR clauses will need to be approved by the relevant Highway Authority and deleted if required. Where work it to be undertaken on more than HAN, it must be made clear to which network the AR clause applies}
270ARSIDING
1. Siding may be required where excessive or hardened soil, vegetation or any other undesirable material has overgrown the edges of adjoining carriageways, footways and cycle tracks and requires removal as part of a specific scheme, site or, a programme of sites requiring siding will be presented to the Contractor via the Scope.
2. Footways, cycle ways and carriageways may be sided out either manually or mechanically. However, the Contractor shall ensure that any siding out machine employed does not cause damage to the existing footway, cycleway and carriageway surface.
3. No deposits/arisings shall be left on the road margins, verges, footway and cycle tracks, unless specifically instructed by the Overseeing Organisation where arisings shall be spread and levelled on adjacent verges.
4. All sided out edges shall be trimmed to a neat line.
5. Where the sided-out edge does not exceed a height of 75mm above the existing footway or cycle track surface, they shall be trimmed with a vertical face. Where the sided-out edge exceeds a height of 75mm above the existing footway or cycle track surface they shall be trimmed to a 45-degree battered face.
470ARREPAIRS TO PARAPETS
1. In general repair work to parapets will comprise the removal and replacement of parts or sections of existing steel, aluminium or timber parapets following accident damage or vandalism.
2. Repairs to parapets shall comply with the appropriate Clauses in Series 400 and with the following: -
i If sections of damaged parapet have to be left unattended either before repairs can be started or during repair, then temporary fencing shall be erected and securely fixed to ensure that no person can pass through any gap in that parapet.
ii All new materials and parts shall match the existing parapet in all respects unless otherwise agreed by the Overseeing Organisation or indicated below.
iii When new steel sections are used, they shall be galvanised in accordance with Clause 1909 and painted in accordance with the Series 5000 Clauses.
iv Where a metal coating has been damaged the affected area shall be rubbed down to remove excessive roughness and shall be cleaned and made good by the application of coats of an approved zinc rich primer to a minimum dry film thickness of 100µm.
v All replacement mesh shall be galvanised.
vi All replacement nuts, bolts and washers, including ‘top hat’ washers as required, shall be stainless steel. At each aluminium post one bolt shall be a security type bolt.
3. When existing anchorages cannot be re-used the Overseeing Organisation may instruct the installation of new single bolt anchor sockets in adjacent locations. These shall be of the drilled-in chemical anchor type complying with Clause 407 of the SHW. Installation shall be in accordance with the manufacturer’s instructions.
4. If repair of timber parapets is not practicable the Contractor may be instructed by the Overseeing Organisation to replace the whole of a parapet with a new parapet complying with the requirements shown on Drawing Number HCC11/S/010 or 015 as directed by the Overseeing Organisation.
670ARTRIAL PITS AND PAVEMENT CORES
1. From time to time the Contractor will be instructed to excavate trial pits for the purposes of locating services or ground conditions, or to take pavement cores for purposes determining surfacing depths or investigating the constituents of a pavement.
2. Trial Pits
2.1 Trial pits may be required to be undertaken within a carriageway, footway or verge.
2.2 When undertaken within bituminous materials, the surface course to be excavated shall be saw cut. Where the trialpit is to be excavated in concrete, the full depth of the concrete shall be sawcut.
2.3 In verges the trial pit shall be hand dug. The topsoil shall be set aside for reuse.
2.4 Material shall be removed in layers as directed by the Overseeing Organisation.
3. Pavement Cores
3.1 Where pavement cores are instructed, they shall be taken using a coring rig and be a minimum of 150mm in diameter.
3.2 Where instructed, the nature and thickness of any subbase shall be determined.
3.3 Following removal of the core, the Contractor shall be advised by the Overseeing Organisation as to whether any further testing of the core sample is required and comply with any requirements.
4. Location of Services
4.1 The Overseeing Organisation will obtain initial services information which will be supplied to the Contractor. The Contractor shall be responsible for arranging for undertakers to trace and mark the approximate location of their services, if considered necessary, before the start of excavation.
4.2 Trial pits which are specifically for locating services or where services could reasonably be expected shall be dug by hand.
5. Recording of Information
5.1 The Contractor shall agree the timing of the excavation with the Overseeing Organisation to enable the Overseeing Organisation to arrange attendance. Measuring and recording of information will be carried out by the Overseeing Organisation unless the Contractor is instructed to do so.
6. Reinstatement
6.1 Reinstatement of trial pits within carriageway and footway shall be in accordance with HCC standard details and shall be carried out as soon as recording of information is complete unless instructed otherwise. The materials used, and the degree of compaction shall be such as to restore the Site as near as possible to its original condition. Settlement of reinstatements in excess of 10mm at any position within 1 month of reinstating shall be made good by the Contractor at no additional cost to the Overseeing Organisation.
6.2 Verges shall be reinstated with as-dug material and compacted, up to the underside of the topsoil, in accordance with Clause 612, with the topsoil replaced and consolidated.
6.3 Core holes shall be reinstated in accordance with the requirements of the HAUC specification.
{Note to Compiler: Until further notice, this clause is not to be included within any capital highway improvement schemes, and can only to be used on S278 or S38 schemes BUT ONLY WHERE THE SITE SPECIFIC RISK ASSESSMENT AND SITE CONDITIONS ARE SUITABLE FOR IT’S USE}
893ARGRANULAR SUBBASE TYPE IBAA
1. Granular Subbase Type IBAA shall be the fully matured (pH less than 10) and processed aggregate recovered (under an approved quality management system) from the Bottom Ash left after the controlled incineration of Municipal Waste. The inclusion of Flue Ash is not permitted.
2. The material shall be well graded and lie within the grading-limits of Table 8/X.
TABLE 8/X: SUBBASE TYPE IBAA
BS sieve size
Cumulative % by mass passing
63 mm
100
31.5 mm
75 -99
16 mm
57 -87
8 mm
35-65
4 mm
18-48
2.0 mm
12 -38
1.0 mm
9-29
63 microns
0 –9
Passing sieve size, mm
Retained sieve size, mm
Percentage by mass passing
Not less than
Not more than
16
8
7
30
8
4
7
30
In addition, the grading shall not vary from the lower limit on one sieve to the upper limit on any adjacent sieve, or vice versa. The particle size shall be determined by the washing and sieving method of BS EN 933-1.
3. The material shall contain a minimum of 80% by mass of fully recovered Incinerator Bottom Ash Aggregate (IBAA) as defined in 1 above. The material may be enhanced, if necessary, by the addition of up to 20% by mass of any crushed and/or screened recycled or secondary aggregate produced in accordance with the WRAP quality protocol to deliver the necessary properties as set out in this Clause.
4. The material shall have a Los Angeles coefficient < or = 50 (LA 50) when tested in compliance with BS EN1097-2.
5. The fraction of the material passing the 425m BS sieve shall be non-plastic as defined by BS 1377: Part 2 and tested in compliance therewith.
6. The material shall be non-frost susceptible as demonstrated by compliance with Clause 801.8 when tested in accordance with BS 812-124.
7. The organic content of the mixed material shall be no more than 2.0%
8. The material shall be supplied at a moisture content within minus 2% to plus 1% of the declared optimum and laid / compacted to the requirements of Clause 802, without drying or segregation. The moisture content shall be tested daily, and the results provided to the Overseeing Organisation immediately after testing.
9. Once laid and compacted, the material shall exhibit an in situ CBR greater than 30% or a dynamic stiffness greater that 100MPa as determined using the light weight deflectometer (LWD) – i.e. equivalent to a Class 2 foundation (CD 225)).
10. The material to be used shall conform with Clause 801.2.
11. The material shall not be used in areas of high-water table, over major aquifers or in the vicinity of other environmentally sensitive areas without consideration of the potential for leachability and shall only be used subject to the satisfactory outcome of a site-specific environmental assessment to be carried out by the supplier in accordance with protocols agreed with the Environment Agency (EA). In addition, it shall be demonstrated to the Overseeing Organisation that the use of this product complies with the EA’s regulatory position statement (RPS) 206 - Use of unbound IBAA in certain construction activities, or any subsequent revision to BS EN 13242:2013.
12. Where stated in Appendix 7/1, a trafficking trial will be required by the Overseeing Organisation. The extent, type, location and duration of the trafficking trial shall be agreed with the Overseeing Organisation a minimum 2 weeks prior to the proposed use of the material. The trial shall be in accordance with Cl. 802.12 to 802.18 with maximum 10mm of deformation of the material.
894ARHYDRAULICALLY BOUND MATERIAL (HBM)
1. Aggregate
1.1 Coarse and fine aggregates used in the production of HBM material shall as far as is possible arise from planed, milled or crushed road construction materials which will contain Tar from the Overseeing Organisations approved Depots. The aggregates shall be crushed, screened and recombined as appropriate to achieve the mixture particle size distribution stated in sub clause 2.2 or 3.1 and ensure a well graded aggregate mix is provided, for subsequent stabilisation with hydraulic binders.
1.2 No aggregates shall be used which reduce the performance of the final product.
1.3 Recycled road construction aggregate materials may be supplemented by a proportion of other secondary aggregates or a minimal proportion of newly quarried aggregates of appropriate nominal size to achieve the appropriate overall particle size distribution proposed by the supplier and agreed with the Overseeing Organisation. These supplementary aggregates shall have a Los Angeles abrasion value no greater than LA60.
1.4 Fly ash or other powders shall be added to the mixture in appropriate quantities to achieve the required overall particle size distribution and to promote effective mixing.
2. Mixture Particle Size Distribution
2.1 The mixed aggregate/s, including any fillers and binders, shall be well graded and lie within the grading envelope (based on TRL 611) shown in Table 894AR/1 below.
2.2 The grading shall not vary from the lower limit on one sieve to the upper limit on any adjacent sieve, or vice versa. The washing and sieving method of BS EN 933-1 shall be used to determine the aggregate grading.
Table 894AR/1
BS Test Sieve (mm)
Grading Envelope A (preferred option)
20mm material
14mm material
31.5
100
20.0
95 - 100
100
14.0
85 - 100
90 - 100
10.0
68 - 100
70 - 98
4.0
38 - 74
38 - 74
2.0
26 - 58
30 - 58
500 microns
13 - 38
20 - 43
250 microns
9 - 28
15 - 35
63 microns
5 - 21
5 - 21
3. Mixture Particle Size Distribution
3.1 The mixed aggregate/s, including any fillers and binders, shall be well graded and lie within the grading envelope (from TRL 611) shown in Table 894AR/2 below. The Contractor shall submit a full design showing 28-day compliance with the required properties to the Overseeing Organisation. A trafficking trial may be required by the Overseeing Organisation. The extent, type, location and duration of the trafficking trial shall be agreed with the Overseeing Organisation a minimum 2 weeks prior to the proposed use of the material. The trial shall be in accordance with Cl. 802.12 to 802.18 with maximum 10mm of deformation of the material.
3.2 The grading shall not vary from the lower limit on one sieve to the upper limit on any adjacent sieve, or vice versa. The washing and sieving method of BS EN 933-1 shall be used to determine the aggregate grading.
Table 894AR/2
BS Test Sieve (mm)
Grading Envelope B
20mm material
31.5
100
20.0
95 - 100
14.0
85 - 100
10.0
68 - 100
4.0
38 - 94
2.0
26 - 84
500 microns
13 - 64
250 microns
9 - 51
63 microns
5 - 38
4. Binder
4.1 A variety of binders may be used including Portland Cement (PC), Fly ash (FA), Lime, Ground Granulated Blast furnace Slag (ggbs) and Granulated Blast furnace Slag (GBS) etc. Binders shall comply with the requirements of BS EN 14227 specifically fly ash shall be siliceous fly ash complying with BS EN 14227-4 and quicklime shall comply with BS EN 14227-11 and have a grading complying with Category 1.
5. Binder Content
5.1 The target added binder content shall be determined through mix design procedures to deliver the appropriate end performance and durability characteristics. In addition, the use of the Hampshire mix design matrix information from previous works may be utilised.
5.2 The added binder content of the mixed material shall lie within the range plus 0.5% to minus 0.5% of the target binder content, subject to an absolute minimum added binder content as required by Table A1.2 of TRL611.
6. Water
6.1 Water for mixing shall not contain any deleterious material which affects the setting, hardening or the performance of the mixture. To ensure this, only potable / mains water shall be acceptable.
7. Mixing Plant
7.1 Hydraulically bound material shall be produced in an approved batch mixing plant. The plant shall be capable of mixing controlled amounts of water and binder agents (liquid and powder) into the granular material. Finally producing a uniformly mixed product. The plant shall be equipped with suitable calibrated monitoring devices to ensure accurate proportioning of all constituents. The operator shall maintain records of each batch mixed and these are to be available for inspection by the Overseeing Organisation. The operator shall be fully trained in the operation of the mixing plant. Evidence of this training shall be submitted to the Overseeing Organisation within 2 weeks of the operator working with the mixing plant.
8. Production Control
8.1 The manufacturer shall provide a method statement for approval and acceptance by the Overseeing Organisation, all Contractors shall comply with Cl. 948.3.
8.2 The aggregate stockpiles for mixing and the final product shall be sampled and tested for grading and moisture content.
8.3 An Optimum Moisture Content / Maximum Dry Density test, in accordance with BS EN 13286-4, Vibrating hammer method, of the final product is also required or the manufacturer’s declared values will be acceptable if supported by a UKAS test certificate.
8.4 Testing shall be carried out in accordance with Series 800, clauses 870 and 880. Results of these tests shall be supplied to the Overseeing Organisation within 7 days of being completed.
8.5 All testing to be at a frequency specified in Appendix 1/5 or as required in the Manufacturers Method Statement whichever is greater. Copies of Binder suppliers test certificates are to be maintained and provided to the Overseeing Organisation if requested.
9. Mix Compressive Strength
9.1 For footways and cycleways, the HBM mixture shall have a minimum compressive strength of C1.5/2 N/mm². For unclassified roads (U & C), the mixture shall have a minimum compressive strength of C5/6 N/mm² at 28 days having been cured at 40°C for slow hydraulic (SH) material and 20°C for quick hydraulic (QH) material. The maximum compressive strength shall not exceed C9/12 N/mm² at 28 days.
9.2 For Classified Roads (A & B) and industrial sites a heavy-duty mixture will be required. This will be a quick hydraulic material. The mixture shall have a minimum compressive strength of C8/10 N/mm² at 28 days curing as above. The maximum compressive strength shall not exceed C9/12 N/mm² at 28 days.
9.3 All HBM layers that are expected to reach a compressive strength of 10N/mm² at 7 days must have cracks induced in accordance with Clause 818 as specified in Appendix 7/1.
9.4 If a strength of 12N/mm² is required at 28 days this is achievable by adding PFA or GGBS with OPC and would retard initial strength gain and provide a slower curing HBM layer however cracks are to be induced in accordance with Clause 818.
9.5 For QH materials a long-term performance factor of 1.2 is to be applied to the 28-day laboratory test results and be the declared 360-day value for strength.
9.6 In all cases the compressive strength after curing for 28 days and an additional 7 days soaking at 20°C shall not be less than 80% of the appropriate unsoaked value.
9.7 The Contractor shall supply the results of routine testing for production control to the Overseeing Organisation to demonstrate compliance with the requirements above.
9.8 Alternative designs are permissible in line with TRL611 and/or with the approval and acceptance of the Overseeing Organisation.
10. Moisture Content
10.1 The moisture content of the mixture shall be adjusted during mixing to lie within the range plus 2% to minus 2% of the optimum moisture content, as determined in sub clause 8.3. The moisture content of the mixture shall be monitored routinely by drying in a ventilated oven in accordance with BS EN 1097-5. If the mixture contains Tar, then the maximum heating temperature shall not exceed 65°C.
11. Approval and Acceptance
11.1 To obtain approval of the use of HBM materials the manufacturer shall submit the following to the Overseeing Organisation before any material is supplied: -
a. Details of their quality management system,
b. Copies of their production method statement,
c. Instructions for treatment of the HBM on site including suitable layer thickness, storage, limitations on its use with regard to weather conditions, curing, trafficking etc.
d. Previous UKAS accredited test certificates demonstrating compliance with the requirements of this specification.
11.2 The Overseeing Organisation will review this information and give acceptance if approved. Should the Overseeing Organisation not be satisfied with the details an opportunity may be given for the manufacturer to modify or provide additional details to demonstrate compliance.
12. Storage
12.1 Stockpiles of stock grade materials (be they at the production plant, in depots or on site) shall be completely covered with plastic sheeting/ tarpaulins to prevent ingress of water or drying out, to preserve the moisture content within the permitted range as required in sub clause 10.1. No additional water shall be added on site except as detailed in sub clause 14.2 unless otherwise agreed with the Overseeing Organisation. Stock grade materials shall ideally be used within 3 days of mixing, but it may be permissible to extend this under temperate conditions providing it can be demonstrated to the satisfaction of the Overseeing Organisation that the performance requirements in sub clauses 10.1 and 18.3 are not compromised.
12.2 QH mixtures containing hydraulic binder shall be placed and fully compacted within 4 hours of hydraulic binder being added to the mix. Longer periods may be permissible providing it can be demonstrated to the satisfaction of the Overseeing Organisation that the performance requirements in sub clauses 10.1 and 18.3 are not compromised. The requirements for protecting the material from drying out in the sub clause 12.1 also apply to QH material.
12.3 At the production plant a record of the date when each stockpile of mixed material was produced shall be maintained and that date included on the delivery ticket. This shall also apply to QH materials which shall in addition have the time hydraulic binder was introduced into the mix recorded on the delivery ticket.
13. Transport
13.1 Loading into vehicles shall avoid segregation of the material. Vehicles used to transport hydraulically bound materials shall be sheeted as in sub clause 12.1 above at all times from loading until discharge to maintain moisture levels. Delivery vehicles shall use a minimum quantity of lorry-bed release agent. Time in transit shall be limited to allow sufficient time for placing and compacting the material before the expiration of the time scale in sub clause 12.2 above.
14. Site Preparation
14.1 Hydraulically bound materials shall be laid on a compacted base that shall be levelled and compacted prior to laying any HBM material. Any soft spots (elastic stiffness less than 30 MPa as measured by the LWD (approx. 3% CBR)) in the substrate shall be removed and reinstated with additional HBM or treated otherwise with the approval of the Overseeing Organisation prior to laying Subbase, Base or Binder course. Any low areas shall be regulated with HBM material. If there were any reasons for the material not being able to be laid following excavation, the prepared sub grade shall be reassessed to confirm it has not deteriorated prior to overlaying.
14.2 Any compacted exposed HBM shall be protected by applying a curing membrane (see Clause 19.1). However, if there is a delay to the application of the curing membrane once the material is compacted before applying the curing membrane, a light spray of water, sufficient to keep the surface continuously hydrated until the strength of the HBM has developed or the layer is overlaid, shall be applied.
14.3 Adequate lateral support (temporary if necessary) shall be provided to ensure the hydraulically bound materials are compacted effectively and to the correct levels.
15. Weather Constraints
15.1 Hydraulically bound materials shall not be laid when the HBM material is 5°C or less, or when the ambient air temperature is less than 3°C and falling. It shall not be laid on a frozen or waterlogged surface or where there is standing water. It shall not be laid in rain heavy enough to render the moisture content non-compliant or prevent effective application of the curing membrane. If frost is expected during the time required for the material to reach sufficient compressive strength (2.5 N/mm² to resist the action of freezing), it shall not be laid. Covering the laid material with insulating blankets may provide sufficient protection from frost. Any method used shall be first approved by the Overseeing Organisation.
16. Layer Thicknesses
16.1 In carriageway work, hydraulically bound materials shall be laid in layers of compacted thickness not less than 60mm and not greater than 200mm. Alternative layer thicknesses to be agreed with the Overseeing Organisation. HBM can be laid with a paving machine or by hand.
17. Control of Segregation
17.1 Special care must be taken to ensure hydraulic bound materials do not become segregated.
17.2 When laying through a paver, the paver shall not be allowed to discharge fully between loads.
17.3 When hand laying, any coarse material accumulating on the surface shall be removed. A wooden spazzle has been found to be an effective tool for moving material short distances and less prone to causing segregation than raking.
17.4 Where areas of segregated coarse aggregate appear on the surface, these shall be blinded with HBM fines (2mm down) prior to compaction by deadweight roller.
18. Compaction
18.1 Hydraulically bound materials shall be compacted using a vibrating roller of appropriate dimensions and weight. Initial passes shall be carried out with dead weight.
18.2 The material shall be compacted to at least 95% of the bulk refusal density.
18.3 Experience has shown that:
i For relatively thick layer of minimum 150mm in the carriageway a Bomag 120 or equivalent twin drum vibrating roller or heavier compaction plant should achieve the required compaction after about eight passes. Layers of 300mm require 8 passes of a Bomag 161.
ii For thinner layers in footway work a Bomag 75 or equivalent twin drum pedestrian vibrating roller should achieve the required compaction after about six passes.
iii Use of vibrating plates may be acceptable with the agreement of the Overseeing Organisation for limited areas, i.e. around ironwork etc.
iv For narrow haunches or trenches an alternative compactor may be suitable if it can be shown to the satisfaction of the Overseeing Organisation that it compacts the material to meet the 95% of the bulk refusal density requirement.
18.4 The method statements above should be taken as guidelines only and the Contractor is responsible for achieving the end performance compliant compaction requirements, should the Contractor wish to use an alternative method of compaction to those stated above they shall submit test results in accordance with sub clause 18.5 to the acceptance of the Overseeing Organisation that the material achieves the requirement in sub clause 18.2.
18.5 Compliance shall be demonstrated using the sand replacement method in accordance with BS 1377: Part 9. Alternatively, density may be determined using an isotopic density gauge or similar non-nuclear gauge providing a robust equivalent target density can be determined / agreed in advance with the Overseeing Organisation. Any gauge used shall be calibrated in accordance with BS1377: Part 9, clause 2.5.5.3.1.
18.6 On completion of compaction the surface shall be closed, free from ridges, cracks, loose material, visible voids, ruts, shear planes and other defects. All defective areas shall be rectified within the time period specified in sub clause 813.2. If rectification is not completed within the specified time period, the defective area shall be removed to the full thickness of the layer, and new mixture laid and compacted. The minimum area to be replaced shall be the maximum extent of the defective area as defined by the Overseeing Organisation and of sufficient size to allow adequate compaction with the plant available. The area shall be a minimum 1.5 times the width and 3 times the length of the defective area or otherwise agreed with the Overseeing Organisation.
19. Curing
19.1 Immediately after compaction and density/compliance testing, the hydraulically bound material shall be sprayed with a bond coat (Colbond 50 or approved equivalent) to provide a complete covering with no ponding. The rate of spread shall be 0.35 to 0.4 kg/m2 on carriageways and 0.18 to 0.2 kg/m2 on footways, this to provide a curing membrane that retains moisture for hydration to take place and to prevent rain damage.
19.2 The curing membrane shall be protected from damage until the construction of the surface course. If the material is to be trafficked as a temporary running surface, after final compaction seal the surface with a bond coat, allow this to break and then apply 3mm coated grit to the surface. Proposed alternatives to coated grit shall be submitted to the Overseeing Organisation for approval and acceptance.
19.3 If the surface is trafficked or there is contamination of the surface it shall be inspected, and a further bond coat shall be applied prior to laying the subsequent course – details to be agreed with the Overseeing Organisation.
20. Compliance Testing
20.1 The mixture grading and moisture content (MC) shall be tested on samples taken from site at the time of laying. The grading is to comply with the designated grading envelope above. An Optimum Moisture Content (OMC) / MDD relationship. Density test is required to assess whether the found MC is within the ± 2% of OMC/MDD relationship.
20.2 In situ bulk refusal density tests shall be carried out following the completion of compaction every 20m in length or if the length is less than 20m, a minimum of 2 tests. The results from the in-situ bulk refusal density are to be not less than 95% of the average with no single result below 93% of the laboratory daily bulk refusal density result.
20.3 Compressive strengths are tested at 28 days, based on indications as to early life strength as tested in accordance with top of foundation performance assessment as detailed in Cl. 885 to the levels as stated in SHW Table 8/16.
20.4 Samples for compressive strength testing shall be taken from site when material is being laid in accordance with sub clause 8.4. A minimum of 3 compressive strength specimens are to be tested at 28 days with the average minimum strength being above the required in sub clause 9.1. The strength after immersion test is to be no less than 80% of the non-immersed result in accordance with sub clause 9.1.
20.5 Frequency of testing shall be as specified in Appendix 1/5, or as agreed with the Overseeing Organisation.
20.6 The Overseeing Organisation shall ensure that any sites where the compressive strength at 28 days is below the minimum required in sub clause 9.1 and has not been replaced that a further test be carried out in accordance with TRL 611 A1.16 after 360 days to ensure the declared 360-day value has been achieved.
973ARGRITTING OF NEWLY LAID SURFACE COURSES OTHER THAN HRA WITH CHIPPINGS
{Note to Compilers: Use by Horses
It is now accepted that new asphalt can pose an enhanced risk of slipping to horses, (ref CSS/British Horse Society Report ENG/3-05 “Horses and Highway Surfacing”). This was believed to apply to SMAs and TSCs only but is now considered for any ‘negatively’ textured surface course during early life. To minimise risks, it is recommended in Hampshire that grit to HCC clause 973AR be applied during or immediately after the laying of any new surface course other than HRA with pre-coated chippings where horses are expected to be present}
1. Where instructed, clean, dry, uncoated crushed quartzite aggregate, or other approved crushed rock aggregate (other than limestone) with a PSV of not less than 55, to the grading shown in Table 973/1 shall be applied evenly to the hot surface of any surface course other than HRA with pre-coated chippings. The rate of spread shall be 1kg/m2 for 14mm nominal size aggregate surface course materials or 0.7kg/m2 for 6mm or 10mm nominal size aggregate surface course materials. Locations for gritting shall be shown on the scheme drawing. Typical locations where gritting may be required are shown below, with the exception that sites in category (i), shall always be gritted: -
i areas to be overlaid by a High Friction Surfacing;
ii bends with a radius less than 250m (where speed limit is 40 mph or greater);
iii gradients of greater than 5% where more than 50m long (single carriageways both directions and dual carriageways downhill only);
iv roundabouts (not mini roundabouts);
v within 75m on the approaches to any roundabout, junction, pedestrian crossing, traffic signals, railway level crossings, or similar features during the initial rolling of the surfacing.
2. The grit shall be applied evenly to the hot surfacing prior to rolling. The rate of application shall be to provide 60-80% surface coverage (approximately 500g/m2).
3. After the final rolling of the surfacing any surplus aggregate will be removed and sufficient ‘loose chipping’ signs erected before the road is opened to traffic.
4. The Contractor shall remove surplus aggregate from the carriageway by approved suction sweeper in accordance with the following: -
i An operation shall be carried out to remove surplus material within 24 hours of completion of the gritting. Further operations to remove any subsequently loosened material shall be carried out over the next 14 days after completion of the gritting.
ii The Contractor shall maintain adjacent side roads, footways and paved areas free of loose and surplus aggregate for a period of 14 days after completion of the surfacing work, hand sweeping where necessary.
Table 973/1: Grading of Surface Applied Grit
BS Test Sieve
% Passing
6.3mm
100
5.0mm
95-100
3.35mm
66-90
1.18mm
0-20
600 microns
0-8
75 microns
0-1.5
5. Determination of surface texture shall not apply to sections where grit has been applied.
1173ARFOOTPATH GRAVEL GRADE 'E'
1. Grade 'E' material shall be natural sands, gravels, crushed rock. The material shall lie within the grading envelope of Table 1173.1 and not be gap graded.
Table 1173.1 – Grade 'E' Gravel Range of Grading
BS sieve size
Percentage by mass passing
28mm
100
20mm
85-100
10mm
40-100
5mm
28-85
600 microns
8-45
75 microns
0-10
The particle size shall be determined by the washing and sieving method of BS EN 933-1.
2. The material passing the 425-micron BS sieve when tested in compliance with BS 1377-2 shall have a plasticity index of less than 15.
3. The material shall be transported, laid and compacted at a moisture content within the range 1% above to 2% below the optimum moisture content determined in compliance with BS 5835 and without drying out or segregation.
4. The material shall be rolled to a compacted thickness of 50mm in accordance with Clause 802 Table 8/4, watering as necessary to bring the material to the required optimum moisture content.
5. The material shall have a Los Angeles Abrasion value of LA60 or less when tested in compliance with BS EN 1097-2.
6. The aggregate source shall have a soundness value less than MS25. Thereafter for routine testing of such aggregates, the water absorption value of the coarse aggregate shall be determined as in BS EN 1097-6. If the absorption value of the coarse aggregate is greater than 2%, the soundness test shall be carried out on the material delivered to site.
1174ARSELF-BINDING PATH GRAVEL SYSTEM
1. Fine Surface or Fine Self Binding Path Gavel
1.1 The Self-Binding Path Gravel System shall comprise a base layer laid 75mm thick, surfaced with a 10mm thickness of 5mm down path dressing. Both materials shall be quarried from naturally occurring sponge gravel. The base material shall lie within the grading envelope of Table 1174.1 and not be gap graded.
Table 1174.1 – Self-Binding Path Gravel
BS sieve size
Percentage by mass passing
37.5 mm
100
20 mm
85 - 100
10 mm
60 – 90
5 mm
40 – 75
600 microns
15 – 45
75 microns
0 - 10
For both materials the particle size shall be determined by the washing and sieving method of BS EN 933-1.
1.2 The fraction of both materials passing the 425-micron BS sieve when tested in accordance with BS 1377-2 shall have a plasticity index of less than 15.
1.3 The material shall be transported, laid and compacted at a moisture content within the range ‘optimum moisture content to 2% above optimum moisture content’ determined in compliance with BS 5835 and without drying out or segregation.
1.4 The materials shall be rolled to a compacted thickness as set down in sub-clause 1.1, in accordance with Clause 802 Table 8/4. It may be necessary in dry weather to water the surface lightly before/during final compaction to achieve a tightly bound surface.
1.5 One potential supplier of material for the self-binding path gravel system is: -
Grundons
Wickelsham Quarry
Sandshill
Faringdon
Oxon
SN7 7PN
1770ARINVESTIGATION OF STRUCTURAL CONCRETE
1. Investigation of structural concrete may comprise any of the following as instructed by the Overseeing Organisation: -
i Proving cores of 50mm diameter to indicate thicknesses and types of material in a structure.
ii Cores for concrete strength determination which shall be either 100mm or 150mm diameter and shall be cut and tested in accordance with BS EN 12504-1.
iii The in-situ cube strength shall be calculated in accordance with BS EN 13791.
iv Half-cell potential testing, either on 2m x 1m test patches or on whole elements of structures, which shall be carried out in accordance with the American Society for Testing Materials document ASTM C876.
v Chloride ion concentration tests which shall be carried out in accordance with BS 1881-124. Dust samples shall be taken from drilled holes from 25mm bands down to a depth of 100mm.
vi Carbonation tests either on cores or dust samples.
vii Measurement of cover to reinforcement on a 1m x 1m grid, either on 2m x 1m patches or on whole elements of structures, which shall be by means of a cover meter complying with BS 1881-204.
2. All testing shall be carried out by a UKAS accredited organisation. The same organisation shall prepare a report for each structure tested. The report shall contain plans and reference grids showing the location of all sampling and testing points, test results and certificates, photographs etc. and an expert interpretation of the results. Preliminary factual findings shall be sent to the Overseeing Organisation within one week of completion of sampling and two copies of the final report submitted no more than four weeks later.
3. All drill holes, core holes and holes for locating, identifying or connecting to reinforcement shall be made good in accordance with Clause 1771AR, Sub-Clause 16.
1771ARREPAIRS TO STRUCTURAL CONCRETE
1. Concrete repairs shall be carried out on areas defined by the Overseeing Organisation in the Task Order or as instructed on site. Concrete shall be removed from the area until, in the opinion of the Overseeing Organisation, sound concrete is reached. Where reinforcement becomes exposed, concrete shall be removed for a minimum distance of 25mm beyond the rear face of the reinforcement.
2. All contaminants including moss, lichen, algae, marine growth, oil, grease, efflorescence, joint sealant residue, paint, graffiti, skims and renders shall be removed from surfaces within 300mm of the perimeter of the area to be repaired.
3. Prior to cleaning, removal or repair of any concrete the Contractor shall take all necessary measures to provide adequate protection to safeguard adjoining property, passers-by, the general public, vehicles and equipment, from noise, dust, water runoff, abrasive materials, falling debris and similar hazards to the approval of the Overseeing Organisation. All debris and water arising from concrete removal and cleaning of steel reinforcement shall be removed by the Contractor in such a way as to prevent damage or blockage to existing drain systems and watercourses and damage or spillage over highways and foundations. Any water returning to a watercourse shall comply with the requirements of the EA.
4. Where works are to be carried out during possessions of railway tracks, suitable screens/covers should be provided to prevent water and debris lying on the track.
5. Before cutting out, the Contractor shall determine the position and depth of the reinforcement. The perimeter of the concrete to be removed shall be saw cut perpendicularly to the face of the concrete to a depth of not less than 15mm or to within 10mm of the reinforcement, whichever is the lesser. The saw cut edges shall be abraded by grit blasting or equivalent methods.
6. The concrete shall be removed by the use of suitable hand or mechanical tools, high pressure water jetting or other appropriate methods, as approved by the Overseeing Organisation. The surface of the remaining concrete shall be clean and dry and free of cement, laitance, contaminants and loose or shattered aggregate and other unsound material.
6.1 High pressure water jetting shall use clean and fresh water obtained from Statutory Undertakers. The Contractor shall not add antifreeze agents or any other chemicals. Safety measures shall comply with the Code of Practice for the use of High-Pressure Water Jetting Equipment produced by the Safety Committee of the Association of High-Pressure Water Jetting Contractors. A lightweight hand-held hammer may be used for trimming of the area, broken out. The Contractor shall carry out trials over one square metre to show that the equipment and method proposed are to the satisfaction of the Overseeing Organisation.
7. Where corroded reinforcement is present the affected length should be fully exposed for a minimum of 100mm beyond the corroded length and to a depth of 25mm behind the reinforcement. Where reinforcement has suffered significant corrosion, replacement steel shall be provided, and additional concrete broken out to suit when directed by the Overseeing Organisation.
8. The reinforcement shall be prepared using abrasive blasting to remove all corrosion products. The Contractor shall ensure that the grade and particular shape of abrasives are adequate for the purpose intended and cleanliness shall be to the approval of the Overseeing Organisation. Non-metallic abrasives shall not be recycled. Where agreed by the Overseeing Organisation for small areas of reinforcement of minor structural significance, mechanical wire brushing may be used.
9. Reinforcement shall be cleaned to a 'Bright Steel' standard i.e. removal of all detrimental contamination and corrosion products to produce a generally bright appearance overall.
10. When instructed cracks greater than 1.0mm in width shall be cut back for a width of 50mm and to a depth agreed by the Overseeing Organisation. Surface preparation shall be in accordance with the above. Cracks with a width from 0.3 to 1.0mm wide shall be sealed using an approved proprietary resin injection system when instructed by the Overseeing Organisation.
11. Except where otherwise permitted in the Contract concrete repairs shall be carried out using either proprietary hand placed repair mortar or proprietary sprayed concrete, as directed by the Overseeing Organisation.
12. The proprietary repair system shall be shown by the Contractor to have been used successfully on previous work for the Department of Transport or other UK Highway Authority. This shall be established by providing the Overseeing Organisation with the following information relating to a minimum of two contracts.
i The date, location together with the name of the agent for the Department of Transport or other UK Highway Authority who supervised the works.
ii Full details of the materials and construction techniques employed and the month and year of application.
13. All proprietary products must be mixed, placed and cured strictly in accordance with the manufacturers' instructions. Of particular importance is:
i Treatment of existing concrete to prevent moisture suction from the repair material.
ii Manufacturers' instructions relating to building up the required depth in layers.
iii Manufacturers' limits on the temperature at which the repair material may be used.
14. Hand Placed Repairs
14.1 Where repair mortar is used it shall comply with the following: -
14.1.1 Repair Mortars
14.1.1.1 Pre-batched shrinkage compensated acrylic polymer modified cementitious mortars shall be used, for concrete repairs.
14.1.1.2 Mortar for hand screeding of surfaces to be waterproofed shall be a sand cement mortar containing a styrene acrylate polymer bonding admixture.
14.1.1.3 The water/cement ratio shall be not greater than 0.4.
14.1.1.4 The maximum aggregate grain size in the mortar shall be selected to be suitable for the depths of repair required and approved by the Overseeing Organisation.
14.1.1.5 The cement content shall be not less than 400kg/m3.
14.1.1.6 The total chloride ion content of the materials shall not exceed 0.1 percent of the weight of cement. Calcium chloride or admixtures containing chloride salts shall not be used.
14.1.1.7 The content of equivalent sodium oxide in the mortar shall be restricted or non-reactive aggregates shall be used, as defined in the relevant Clauses of the 1700 Series of the Specification.
14.1.2 Performance Characteristics
14.1.2.1 The applied repair material reinforcement primer and bonding bridge slurry shall have performance characteristics as detailed below and which are to be verified by an independent testing laboratory.
Test
Performance
Reinforcement Primer
Bond Strength
2 - 3 N/mm2
Compressive Strength
> 35 N/mm2
Flexural Strength
9 - 11 N/mm2
Tensile Strength
4 - 5 N/mm2
Vapour Permeability
< 3 gm/m2/day
Bonding Bridge Slurry
Bond Strength
3.2 - 3.8 N/mm2
Compressive Strength
> 40 N/mm2
Flexural Strength
10 - 14 N/mm2
Elastic Modulus
23-27 kN/mm2
Vapour Permeability
< 2 gm/m2/day
Repair Mortar
Bond Strength
2 - 3 N/mm2
Shear Strength
> 40 N/mm2
Compressive Strength
> 40 N/mm2
Flexural Strength
10 - 12 N/mm2
Tensile Strength
> 7.6 N/mm2
Elastic Modulus
N/mm2
14.1.3 Delivery and Storage of Material
14.1.3.1 The Contractor shall supply with each batch of material delivered to site, certificates furnished by the supplier stating: -
i The polymer used.
ii Evidence that the chloride contents are less than specified in sub-clause 12(i)(g).
14.1.3.2 The material shall be stored in sealed containers/bags clearly labeled with the following information: -
i Type of material
ii Brand name
iii Intended use
iv Batch number
14.1.3.3 Only containers/bags with the manufacturers' official label shall be allowed on site.
14.1.3.4 The Contractor shall provide the Overseeing Organisation with a completed list of each individual repair materials batch number immediately following each and every site delivery.
14.1.3.5 The Overseeing Organisation shall be informed by the Contractor of any discrepancy in specification and await instructions prior to commencement of work on site.
14.1.3.6 The material shall be stored in a dry environment free from extremes of cold and heat.
14.1.3.7 The materials shall not be removed from the store for use in the service until immediately prior to mixing.
14.1.4 Trial Mixes
14.1.4.1 Where directed by the Overseeing Organisation trial areas will be used as control panels to establish the Contractor's method of repair and final surface finish. These areas will serve as a standard against which subsequent work can be judged.
14.1.5 Surface Preparation
14.1.5.1 Immediately after blast cleaning and removal of loose particles by air jetting or vacuum cleaning apply one coat of reinforcement primer by brush at a thickness of 1.0mm per coat. Allow to dry for the manufacturers' stated minimum period and apply second coat. The first coat should be hardened enough not to be disturbed by the second application.
14.1.5.2 Immediately prior to application of the repair mortar and after the steel reinforcement primer has dried, brush apply the bonding bridge slurry on to the pre-dampened (saturated and surface dry) repair area. If the bonding bridge slurry is allowed to dry, then a fresh coat must be applied.
14.1.6 Formwork
14.1.6.1 The Contractor shall be responsible for the design and fixing in position of all temporary falsework and formwork that may be necessary to reform arises, profiles, rebates, soffits, etc. and such falsework and formwork shall be so constructed that it remains true to line and level under the loads and pressure imposed by the repair materials during all stages of construction.
14.1.6.2 All formwork shall be struck without causing damage to the repair materials and the Contractor shall be responsible for determining the age at which the repair material will attain sufficient strength to support its self-weight and any other loads which may be imposed upon it.
14.1.6.3 The Contractor shall ensure that all formwork is coated and/or adequately treated such that it does not absorb water from the repair mortar, discolour / contaminate the repair mortar or surrounding concrete.
14.1.6.4 The Contractor shall demolish (remove) and reconstruct or otherwise rectify to the satisfaction of the Overseeing Organisation, any repair material damaged by premature or incorrect removal of formwork and/or propping.
14.1.6.5 In locations where formwork is fixed or maintained in position by piercing, fixing onto or through existing concrete, any damage to such fabric shall be repaired at the Contractor's expense and to the satisfaction of the Overseeing Organisation.
14.1.6.6 Formwork supports which are permanently embedded in the repair material shall not be permitted, unless approved in writing by the Overseeing Organisation.
14.1.7 Mixing, Transport and Placing
14.1.7.1 Prior to the commencement of placing repair materials in any section of the structure, all formwork and reinforcement shall be fully fixed and clean over the entire area of the proposed repair. Parent concrete shall be clean and free of dust and other deleterious matter.
14.1.7.2 All plant and tools used for mixing and transportation of repair materials shall be kept clean and free from accumulated deposits of repair material.
14.1.7.3 All repair materials shall be mixed in accordance with the manufacturers' recommendations. The entire contents of a bag (or any other type of container) shall be mixed at one time.
14.1.7.4 All transportation of the repair materials to the point of application shall be to the approval of the Overseeing Organisation and shall be such as to prevent contamination or segregation of the repair material, or loss of fine constituent materials.
14.1.7.5 Placing and compaction of the repair materials shall not cause disturbance of the formwork.
14.1.7.6 The repair material shall be hand placed in its final position in as short a time as possible after mixing. The repair material shall be placed in layers not exceeding the thickness of those specified within the manufacturers' technical data sheets.
14.1.7.7 'Wet on wet' trowel apply the repair mortar using a 'placing' rather than a 'rendering' technique to ensure adequate compaction and finish to required texture. Repairs should not be placed to feather edges.
14.1.8 Surface Finish
14.1.8.1 The line and level of final surface finish should match the original profile. Arrisses to members should be straight unless directed by the Overseeing Organisation.
14.1.8.2 Any necessary profiling should be carried out as soon as practicable after repair application.
14.1.8.3 Unformed repairs shall be finished with an appropriate float to match the texture of the existing concrete.
14.1.9 Cold Weather Working
14.1.9.1 Repair material shall not be mixed or placed in works until the ambient temperature exceeds 5°C on a falling thermometer.
14.1.9.2 Repair works shall be carried out in general conformity with the advice and recommendations set out in the current edition of 'Winter Concreting' (C & CA booklet 45.007) insofar as they are applicable to the works being undertaken.
14.1.9.3 A reliable maximum and minimum air thermometer and concrete thermometer shall be kept on site and shall be available for use by the Overseeing Organisation. All thermometers shall be supplied with a current calibration certificate.
14.1.9.4 All temperature readings shall be taken immediately adjacent to the repair location and due consideration shall be made of all other factors affecting the substrata and air temperature, e.g. wind chill factor, elevational aspect, etc.
14.1.9.5 The Contractor shall be responsible for taking all necessary precautions and providing all necessary protection to newly placed repair materials. The Contractor shall also take similar precautions to guard against damage which could result from the freezing of water in rebates, sealant grooves, etc. Any repair material adversely affected by frost shall be reinstated by the Contractor at their own expense to the satisfaction of the Overseeing Organisation. Repair materials shall not be applied to frost covered surfaces.
14.1.10 Hot Weather Working
14.1.10.1 Application of repair materials at high ambient temperatures and onto hot surfaces is not recommended and working hours should be chosen such that operations are undertaken in the cooler period of the day, unless alternative precautions such as shading are adopted. Where materials are applied during periods of hot weather and under conditions of drying winds, the repair materials shall be placed as quickly as practical. The Contractor shall take particular care to minimise the effects of such conditions so as to prevent drying to minimise shrinkage.
14.1.11 Protection and curing
14.1.11.1 Adequate protection from rain is to be provided by way of fixed sheeting to the scaffoldings, etc., to provide a dry working environment for application of all repair materials and such protection must be maintained at least until the initial set has taken place.
14.1.11.2 Application of repair materials in wet conditions will not be permitted.
14.1.11.3 All exposed faces of the repair materials shall be protected against rapid temperature changes and from drying out for a period of 4 days after the repair mortar has taken its initial set. The method of curing shall prevent loss of moisture from the repair materials. The fixing by appropriate means of polythene sheeting and wet hessian would be considered suitable. Proprietary curing membranes may not be used.
14.1.11.4 It is imperative that high orders of thermal shock are avoided in that very cold water should not be sprayed onto the freshly applied repairs.
14.1.11.5 All necessary precautions shall be taken to ensure that protective sheeting, blankets, etc. that may be used to comply with previous specified Clauses of this Specification do not impair the final surface of the repair so as to affect the finished performance or appearance.
14.1.12 Compliance Testing
14.1.12.1 Works tests shall be carried out to monitor compressive strength.
14.1.12.2 The gain in strength of the repair mortar shall be monitored by testing cubes cured alongside the repaired areas at ambient temperature.
14.1.12.3 For each day’s production of repair mortar six 100mm or 40mm cubes shall be made. Test cubes shall be in accordance with the current edition of BS 6319-1 and 2, the cube size being dependent on aggregate size. All cubes shall be clearly marked with details of the required test, date of casting, material brand name and batch number.
14.1.12.4 The cubes shall be cured for 3 days in the moulds covered by plastic sheeting. After 3 days the plastic sheeting shall be removed, and the cubes cured alongside the repaired areas until required for testing.
14.1.12.5 The cubes shall be crushed at times determined by the Contractor but at least 2 cubes shall be retained to be tested at 28 days.
14.1.12.6 The strength determined from any test result shall not be less than the manufacturers' quoted average strength minus 3 N/mm2.
15. Sprayed Concrete Repairs
15.1 Where proprietary sprayed concrete is used it shall comply with the following: -
15.1.1 Proprietary Sprayed Concrete
15.1.1.1 The proprietary material shall be pre-weighed and pre-mixed at an address approved by the Overseeing Organisation. Such approval will require demonstration that adequate quality control will be maintained at all times.
15.1.1.2 Cement shall comply with Clause 1702.
15.1.1.3 The content of equivalent sodium oxide in the mix shall be restricted and non-reactive aggregates shall be used, as defined in the relevant Clauses of the 1700 Series of the Specification.
15.1.1.4 The total chloride ion content of the materials shall not exceed 0.1% of the weight of cement. Any chloride or admixtures containing chloride salts shall not be used.
15.1.1.5 The aggregate shall be well graded with the maximum size not exceeding 3mm and shall comply with Clause 1702.2.
15.1.1.6 The additives may comprise pulverised fuel ash, ground granulated blast furnace slag, micro-silica and plasticisers. Calcium chloride or admixtures containing chloride salts and expansion agents shall not be used.
15.1.1.7 The maximum sulphate content shall comply with Clause 1704.5.
15.1.1.8 The material shall be capable of being applied to a thickness of 150mm without the requirement for additional mesh reinforcement or fibres. Once placed it shall be capable of being profiled and trowel finished (to the equivalent of formed F2) without detrimental effects.
15.1.2 Performance Characteristics
15.1.2.1 The applied material shall have performance characteristics as detailed below, which are to be verified by an independent testing authority.
Test
Performance
Estimated 150mm cube derived from core tests - see 9.1.11 strength
> 2.0 N/mm2
Characteristic strength of cores
40 N/mm2
Tensile splitting strength (28 days)
> 2.4 N/mm2
Static Modulus of elasticity
27000 ± 3000 N/mm2
Shrinkage
< 0.002 %
Coefficient of Thermal Expansion
8 to 12 x 10-6/°C
Coefficient of Chloride Ion Diffusion
< 700 x 10-15 m2/s
15.1.3 Delivery and Storage of Material
15.1.3.1 The Contractor shall supply with each batch or part of a batch of the material delivered to the Site, certificates furnished by the formulator or agent stating: -
i formulator's agent's name and address where applicable;
ii material identification;
iii batch reference number, size of batch and number of containers in the delivered order;
iv date of manufacture;
v evidence that the chloride contents are less than 0.1% by weight of cement;
vi details of the significant rock components contained in the aggregates;
vii cement content;
viii additives used;
ix the equivalent sodium oxide content.
15.1.3.2 Containers shall be damp proof and readily emptied of their contents.
15.1.3.3 Containers shall be marked with the following information: -
i material identification;
ii batch reference number;
iii formulator's name;
iv net weight;
v any warnings or precautions concerning the contents.
15.1.3.4 The material shall be stored in a dry environment free from extremes of cold and heat.
15.1.3.5 Material shall not be older than 3 months or lesser period specified by the formulator, when incorporated in the service.
15.1.3.6 The materials shall not be removed from the store for use in the service until immediately prior to mixing.
15.1.4 Trial Mixes
15.1.4.1 The Overseeing Organisation may require practical tests to be made on the Site by constructing test panels to confirm the suitability of the mix for the service. In these tests, the type of plant used for mixing and placing and the finished face to the panel shall be similar in all respects to those intended for use in the service.
15.1.5 Surface Preparation for Sprayed Concrete
15.1.5.1 Sound surfaces which are to receive sprayed concrete shall be thoroughly cleaned and roughened by grit blasting or other means approved by the Overseeing Organisation.
15.1.5.2 Immediately prior to spray concreting all the surfaces to be sprayed shall be thoroughly cleaned and wetted with a strong blast of air and water.
15.1.6 Outline Definition
15.1.6.1 The outline of the finished sprayed concrete shall be defined by screed boards, guide wires or other means approved by the Overseeing Organisation. Where formwork is necessary the requirements of sub-clause 14.1.4 apply.
15.1.6.2 Guide wires shall be installed tight and true to line and in such a manner that they may be easily tightened.
15.1.7 Mixing Sprayed Concrete
15.1.7.1 Sprayed concrete shall be mixed in a batch type mixer and the water shall be delivered direct to the nozzle. The delivery equipment shall be capable of delivering a continuous even stream of uniformly mixed material to the nozzle. Water supply at the nozzle shall be maintained at a uniform pressure sufficient to ensure adequate hydration at all times. The delivery equipment and nozzle shall be thoroughly cleaned and inspected at the end of each day and parts replaced as required.
15.1.7.2 The temperature of water and cement when added to the mix shall not exceed 60°C and 65°C respectively.
15.1.7.3 Water used in sprayed concrete shall comply with Clause 1702.3.
15.1.8 Transport and Placing Sprayed Concrete
15.1.8.1 No concrete shall be sprayed in air temperatures less than 5°C or onto a frozen substrate and surfaces shall be free from standing water. Once the concrete is placed its surface temperature shall not be allowed to fall below 3°C for the period required by the manufacturer. The Contractor shall provide all necessary artificial heating approved by the Overseeing Organisation.
15.1.8.2 Sprayed concrete shall emerge from the nozzle in a steady uninterrupted flow and an uninterrupted supply of compressed air shall be provided to maintain adequate nozzle velocity. Should the flow become intermittent the nozzle shall be directed away from the work until the flow again becomes uniform.
15.1.8.3 Sprayed concrete shall be applied under sufficient pressure so as to give a dense and homogeneous covering to the surface in one or more layers of a thickness compatible with the mix design, constituents, position of reinforcement, and plane of application to ensure the placed concrete does not slump or sag.
15.1.8.4 Application shall commence at the bottom of vertical or near vertical surfaces and each layer of sprayed concrete shall be built up by making several passes of the nozzle over the work area.
15.1.8.5 Adequate precautions shall be taken to ensure that sprayed concrete rebound is not incorporated in the finished work and that any previously deposited hardened rebound which may prevent a proper bond or encasement is removed from reinforcement.
15.1.8.6 Adequate protection shall be given to the nozzle and application surface during high winds.
15.1.8.7 For small areas of repair any necessary profiling and trowel finishing shall be carried out as soon as practical, after repair application finishing with a wood or metal float after initial set has taken place.
15.1.8.8 For large areas, main volume of work shall be finished approximately 6mm below final finish. Finish shall be pre-wetted where necessary and a flash coat applied to final level. Profiling and trowel finishing shall be carried out as soon as practical after application of flash coat. The finish shall be achieved with wood or metal float after initial set has taken place.
15.1.8.9 The nozzleman shall hold a current certificate of competence in spray concrete, issued by the Sprayed Concrete Association.
15.1.8.10 Spraying shall be carried out under the supervision of a full-time working foreman who shall have had at least five years specialist spraying experience including two years as a nozzle operator.
15.1.9 Construction Joints
15.1.9.1 Construction joints in sprayed concrete shall be tapered at approximately 30 degrees or cut back square to the reinforcement and then tapered at 30 degrees, unless otherwise specified by the Overseeing Organisation. The construction joint shall be thoroughly cleaned, all laitance and loose material removed, and the surface wetted using a strong blast of air and water, prior to the placement of adjacent sprayed concrete, ensuring rebound material is not included in the service.
15.1.10 Curing of Sprayed Concrete
15.1.10.1 Freshly sprayed concrete shall be protected from rain or water until the surface is sufficiently hard to resist damage.
15.1.10.2 Immediately after placing and for 14 days thereafter sprayed concrete shall be protected against harmful effects of weather including, rain, rapid temperature changes, frost and from drying out. The methods of protection shall in all cases be subject to the approval of the Overseeing Organisation. Curing membranes shall not be used.
15.1.10.3 Subject to the approval of the Overseeing Organisation impregnation in accordance with Clause 1709 may be carried out after 14 days.
15.1.11 Testing of Sprayed Concrete
15.1.11.1 As required by the Overseeing Organisation sprayed concrete test panels shall be made with dimensions 750mm x 750mm x 100mm thick and shall be formed in the same location and same plane as the works. The test panels shall be marked, cured, cored and tested in compression in accordance with BS EN 12504-1. They shall be tested in a laboratory approved by the Overseeing Organisation who shall receive certified copies of the results of all the tests. A minimum of two panels is required but additional panels may be instructed where the Overseeing Organisation considers it necessary owing to the quality of the work.
15.1.11.2 Four number 100mm diameter cores shall be cut from test panels at right angles to the plane of the panel from each panel approximately 48 hours after the panel has been sprayed. Cores shall not be taken within a 125mm of the edges of the panels. One number core shall be compression tested at three days, one number core at 7 days, and remaining 2 number cores at 28 days. Core capping and testing shall be carried out at the laboratory described in the Contract or at the laboratory approved by the Overseeing Organisation. The cores shall be stored, cured in air at 20°C, RH50% and tested in accordance with BS EN 12504-1:2009. All cores shall be suitably labeled to identify them with the pane
