The BBA has awarded this Agrément Certificate for Tensar RE Geogrids for Reinforced Soil Retaining Walland Bridge Abutment Systems to Tensar International Limited as fit for their intended use provided they areinstalled, used and maintained as set out in this Agrément Certificate.

On behalf of the British Board of Agrément

Date of First issue: 26 March 1999 Head of Approvals Chief Executive

Date of Second issue: 28 March 2008 — Engineering

Tensar International LimitedCunningham CourtShadsworth Business ParkBlackburn BB1 2QXTel: 01254 262431 Fax: 01254 266868e-mail: info@tensar-international.comwebsite: www.tensar-international.com

Roads and BridgesAgrément Certificate

No 99/R109PRODUCT SHEET 1 — TENSAR RE GEOGRIDS FOR REINFORCED SOIL RETAINING WALL

AND BRIDGE ABUTMENT SYSTEMS

This Certificate relates to Tensar RE Geogrids forReinforced Soil Retaining Wall and Bridge AbutmentSystems.AGRÉMENT CERTIFICATION INCLUDES:• factors relating to compliance with Building

Regulations where applicable• factors relating to additional non-regulatory

information where applicable• independently verified technical specification• assessment criteria and technical investigations• design considerations• installation guidance• regular surveillance of production• formal three-yearly review.

British Board of Agrément tel: 01923 665300Bucknalls Lane fax: 01923 665301Garston, Watford e-mail: mail@bba.star.co.ukHerts WD25 9BA website: www.bbacerts.co.uk©2008

PRODUCT SCOPE AND SUMMARY OF CERTIFICATE

KEY FACTORS ASSESSEDMechanical properties — the following key areas have been evaluated:• short-term tensile strength and elongation and long-term tensile strength and elongation properties of geogrids (see

sections 6.1 to 6.6)• safety factors for consistency of manufacture, assessment and extrapolation of available test data, short-term and

long-term effects of installation damage and environmental degradation (see sections 6.7 to 6.15)• soil/geogrid interaction (bond strength and direct sliding) (see sections 6.19 to 6.22).Durability — geogrids have good resistance to oxidation, chemical corrosion, biodegradation, temperature and UVexposure used in fills normally encountered in civil engineering practice (see section 7.1).

The BBA is a UKAS accredited certification body — Number 113. The schedule of the current scope of accreditation for product certification isavailable in pdf format via the UKAS link on the BBA website at www.bbacerts.co.uk

Readers are advised to check the validity and latest issue number of this Agrément Certificate by either referring to the BBA website or contacting the BBA direct.

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The Highways Agency requirements to which this Certificate is subject are detailed on page 2

Highways Agency RequirementsAll proposals for adopting the systems shall comply with current HA design and certification procedures and relevantdesign data shall be submitted in accordance with the requirements of section 6 of this Certificate.

The design, materials specification and construction methods adopted shall be in accordance with HA Technical StandardBD 70/03 (DMRB 2.1.5) and Manual of Contract Documents for Highway Works (MCHW)(1), Volumes 1 and 2.(1) The MCHW is operated by the Overseeing Organisations: The Highways Agency (HA), Transport Scotland, the Welsh Assembly Government

and The Department for Regional Development (Northern Ireland).

RegulationsConstruction (Design and Management) Regulations 2007Construction (Design and Management) Regulations (Northern Ireland) 2007Information in this Certificate may assist the client, CDM co-ordinator, designer and contractors to address theirobligations under these Regulations.See sections: 1 Description (1.3), 2 Delivery and site handling (2.1) and 5 Design (5.1 to 5.3).

General

This Certificate relates to Tensar RE Geogrids for Reinforced Soil Retaining Wall and Bridge Abutment Systems.

The products are for use as soil reinforcement with stability achieved by the interaction and interlocking of the soilparticles and the Tensar RE geogrids.

The design and construction of the reinforced soil structure shall be in accordance with the requirements of theHighways Agency (HA); acting on behalf of the Department for Transport, the Scottish Executive DevelopmentDepartment, the Welsh Assembly Government, and the Department for Regional Development, Northern Ireland; andthe conditions set out in the Design Considerations and Installation parts of this Certificate.

Tensar RE geogrids are manufactured by the Certificate holder. ‘Tensar’ is a registered trademark of the Certificateholder in the UK and other countries.

Technical Specification1 Description1.1 Tensar RE Geogrids for Reinforced Soil Retaining Wall and Bridge Abutment Systems comprise Tensar RE geogridsand Tensar bodkins.

1.2 Tensar 40RE, 55RE, 80RE, 120RE and 160RE geogrids are manufactured from sheet polyethylene. The sheet ispunched and stretched under temperature-controlled conditions (see Figure 1) to the dimensions shown in Figure 2. Theproducts are cut to length and rolled.

Figure 2 Uniaxial grids

80 mm

8 mm

55RE, 80RE,120RE, 160RE

40 mm

6 mm

40RE

for dimensions see Table 1

geogrid

bodkin

ribs

roll

wid

th

roll length

(longitudinal)

RSBW(tran

sver

se)

Rt Bt

RW

1050 or 1350 mm

bar pitch RL

Figure 1 Manufacturing process

punched sheet

polymer sheet

uniaxial grid

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1.3 The range and dimensional specification of the geogrids assessed by the BBA are given in Figure 2 and Table 1.

1.4 Factory production and control is exercised through all stages of manufacture and includes checks on incomingmaterials, manufacturing rates and temperatures, weights of rolls and properties of the final product.

1.5 Tensar RE bodkins are high-density polyethylene bars bought in to Tensar International’s specifications and areshown in Figure 2. They are used to join lengths of Tensar RE geogrids (see section 5.4), when a full strengthconnection is necessary.

2 Delivery and site handling2.1 Tensar RE geogrids and bodkins should be handled and stored generally in accordance with HA requirements.

2.2 Tensar RE geogrids are delivered to site in rolls, bound with self-adhesive tape bearing the product grade andbatch identification references (see Figure 3). The ends of the rolls are sprayed with colour-coded paint to easeidentification of a particular grade of geogrid on site (see Table 1).

2.3 Prior to installation, it is recommended that geogrids and bodkins are stored under cover in clean, dry conditions.The rolls must be protected from any form of mechanical damage, which will impair their load-carrying capacity, andfrom exposure to extreme temperatures.

Assessment and Technical Investigations

The following is a summary of the assessment and technical investigations carried out on Tensar RE Geogrids forReinforced Soil Retaining Wall and Bridge abutment Systems.

Design Considerations

3 General3.1 Tensar 40RE, 55RE, 80RE, 120RE and 160RE geogrids are satisfactory for use in providing reinforced soilretaining structures with stability achieved through the interaction and interlocking of the soil particles and the geogrids.

3.2 The BBA has not assessed this system for supporting parapet loading caused by vehicle collision at the top of thewall. When applicable, this aspect of a design would require separate consideration and approval by the HA.

3.3 Where appropriate, the reinforced soil structure should be protected against horizontal impact loads caused bypossible vehicle collision with the lower part of the wall.

3.4 Prior to the commencement of the work, the designer shall satisfy the HA technical approval requirements.

Table 1 Tensar RE geogrid properties

Dimension(1) Geogrid grade40RE 55RE 80RE 120RE 160RE

Bar pitch RL 235 235 235 235 230Rib width RW 6.0 6.0 6.0 6.0 6.0Rib thickness Rt 0.7 0.9 1.3 2.0 2.6Clear space between ribs Rs 16 16 16 16 16Bar width BW 16 16 16 16 16Bar thickness Bt 1.8 to 2.0 2.5 to 2.7 3.4 to 3.7 5.5 to 5.9 7.1 to 7.7Grid mass (kgm–2) 0.34 0.42 0.60 0.94 1.26Mean grid size 22 x 235 22 x 235 22 x 235 22 x 235 22 x 230Mean aperture size 16 x 219 16 x 219 16 x 219 16 x 219 16 x 214Roll length (m) 50 50 50 50 30Roll width (m) 1.0 or 1.3 1.0 or 1.3 1.0 or 1.3 1.0 or 1.3 1.0 or 1.3Weight of roll (kg) 18.5 or 23.0 22.0 or 28.0 31.0 or 41.0 48.0 or 62.0 39.0 or 51.0Colour coding Blue Yellow Orange Dark Green Red(1) Dimensions in mm unless shown otherwise.

Figure 3 Label

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3.5 Where appropriate to specific projects, the designer should provide the main contractor with details of:• working drawings • calculations • specification for fill material• acceptable moisture content of • method of tightening Tensar RE • sequence of placing fill

fill material at time of placement geogrids prior to fill placing material• estimated movements of facing • tolerance on the position of

units during filling and finished line of the wall.compaction operations

4 Practicability of installationThe products are easily installed by trained ground engineering contractors in accordance with the specifications andconstruction drawings (see the Installation part of this Certificate).

5 DesignReinforced soil structure5.1 Reinforced soil structures incorporating Tensar RE geogrids shall be designed in accordance with BD 70/03.

5.2 Adequate consideration shall be given to the provision of drainage to the wall in accordance with HArequirements.

Facings5.3 Tensar RE geogrids should be used in conjunction with facing units designed to conform to the requirements ofBD 24/92 use of BS 5400-4 : 1990 (DMRB 1.3.1) and BD 57/01 (DMRB 1.3.7). The concrete facing units mustconform to exposure class XF2 to BS 8500-1 : 2006. A typical cross-section of a structure is shown in Figure 4.Adequate provision must be made in accordance with BD 70/03 for the forward and other movements of the facingpanels which will take place both during and after construction.

5.4 The facing panels shall provide adequate anchorage of the RE geogrids. The connection detail assessed andapproved by the BBA is shown in Figure 5.

Fill properties5.5 The fill material used in the structure shall comply with the requirements of classes 6I, 6J, 7B, 7C or 7D of the HAspecification (MCHW1) and with BD 70/03.

6 Mechanical propertiesTensile strength — short-term6.1 Tensar RE geogrids have the tensile short-term properties as shown in Table 2.

Figure 4 Cross-section of earth-retaining structure

Tensar RE geogrid

L

Figure 5 Facing connection detail

reinforcing bars bypanel designer toprovide adequateachorage forTensar RE geogrid

plain reinforcing barsto BS 4449 : 200516 mm minimum diameter

cork packing 2 no 10 x 5

Tensar RE geogrid

high-densitypolyethylene bodkin

Tensar RE geogrid passedaround reinforcement

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Table 2 Performance characteristics

Grade Short-term tensile strength(1) �s(2) Ratio of bearing(3) Strain at

Machine Direction (MD) surface to plan area maximumPult �b x B/2S tensile

(kNm–1) strength(4) (%)

40RE 57.4 (–4.6) 0.41 0.003 9.3 ± 0.955RE 67.4 (–2.9) 0.41 0.004 8.9 ± 1.180RE 93.5 (–4.8) 0.41 0.005 9.1 ± 0.9120RE 143.7 (–6.4) 0.41 0.008 10.0 ± 1.0160RE 189.2 (–11.5) 0.41 0.010 10.8 ± 1.0(1) Short-term tests in accordance with BS EN ISO 10319 : 1996, the values given are mean values of strength and tolerance (–) values correspond to the

95% confidence level in accordance with BS EN 13251 : 2000.(2) �s is the proportion of the plane sliding area that is solid and �s is required for the calculation of the bond coefficient fb and the direct sliding

coefficient fds.(3) The ratio is required to calculate bearing resistance in accordance with CIRIA SP123 : 1996 Soil Reinforcement with Geotextiles, Jewell R.A, and is the

product of the bar thickness (BW) and the clear space between ribs (Rs) divided by twice the plan area (see section 6.20).(4) Tests in accordance with BS EN ISO 10319 : 1996, the values given are the mean and tolerance values (±) of strain in accordance with

BS EN 13251 : 2000.

Tensile strength — long-term6.2 Long-term creep strain and rupture testing, generally in accordance with the principles of EN ISO 13431 : 1999,has been carried out for periods in excess of 100000 hours and at varying test temperatures, to cover the range ofTensar RE geogrids detailed in this Certificate.

6.3 Using principles of time/temperature superposition, predicted long-term strengths for a design life of 120 yearsand a design temperature of 10°C have been obtained from the measured data without the need for directextrapolation.

6.4 For the ultimate limit state, values have been determined for the tensile creep rupture strength, TCR as given inTable 3.

6.5 For the serviceability limit state, the prescribed allowable post-construction strains in the polymeric reinforcement are:• bridge abutments — 0.5% (over the period 2 months to 120 years)• retaining walls — 1.0% (over the period 1 month to 120 years).

6.6 Values for TCS (the tensile load in the reinforcement which induces the relevant post-construction strain) may beestimated from the appropriate isochronous curves (see Figure 6). Values of TCS are given in Table 4.

Table 3 Tensile creep rupture strength (TCR)

Grade Tensile creep rupturestrength (TCR)

(1) (kNm�1)

40RE 24.055RE 29.580RE 39.0120RE 63.1160RE 73.1

(1) Assumes a design life of 120 years and a design temperature of 10°C.

Page 5 of 12

Figure 6 Isochronous curves

prescribed post-constructionstrain limit

strain

isochrone for endof construction

isochrone forend of designlife

load

TCS

Table 4 Tensile load (TCS)(1) inducing prescribed post-construction strain limits

Tensile load (TCS)(1) (kNm�1)Grade Prescribed post-construction strain limits

0.5% 1.0%

40RE 9.0 13.4

55RE 12.1 17.6

80RE 17.4 25.0

120RE 26.5 37.7

160RE 34.6 48.9

(1) Assumes a design life of 120 years and a design temperature of 10°C.

Partial material factor (fm)6.7 In order to determine the reinforcement design strength (TD), values are required for the partial material factor, fm,for both the ultimate (ULS) and serviceability (SLS) limit states. In the opinion of the BBA, the values given below for thevarious components of fm are conservative. Conditions of use outside the scope for which partial material factorcomponents are defined are not covered by this Certificate.

6.8 In line with BD 70/03, the partial material factor may be expressed as:fm = fm11 x fm121 x fm122 x fm211 x fm212 x fm22

Consistency of manufacture (fm11)6.9 For Tensar RE geogrids:fm11 = 1.0 (ULS)

fm11 = 1.0 (SLS)

Assessment of available test data (fm121)6.10 For Tensar RE geogrids:fm121 = 1.0 (ULS)

fm121 = 1.0 (SLS)

Extrapolation to 120-year design life (fm122)6.11 For Tensar RE geogrids:fm122 = 1.0 (ULS)

fm122 = 1.0 (SLS)

Short term effects of installation damage (fm211)6.12 To allow for loss of strength due to mechanical damage sustained during installation, an appropriate value offm211 may be selected from Table 5. The values given for site damage assume well-graded material (coefficient ofuniformity >5) with a minimum compacted depth of 150 mm and were established from fill with the grading shown inFigure 7. For soils not covered by Table 5, appropriate values of fm211 may be determined from site specific trials.

Table 5 Short-term effects of installation damage, fm211 (ULS)

Crushed gritstoneof maximum f

m211(1)

particle size (mm) 40RE 55RE 80RE 120RE 160RE

<6 1.00 1.00 1.00 1.00 1.00

<37.5 1.07 1.07 1.07 1.00 1.00

<75(2) 1.25 1.20 1.15 1.06 1.01

<125 1.48 1.36 1.25 1.12 1.02

(1) Determined via full-scale installation test following the method of Annex D of BS 8006 : 1995.

(2) Values for 75 mm particle size have been interpolated.

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Figure 7 Particle size distribution of fill used in installation damage testing

0.01 0.1 1 10 100 10000

20

40

60

80

100

particle size (mm)

perc

enta

ge p

assin

g (%

)

Fine fill <6 mm

Medium fill <37.5 mm

Coarse fill <125 mm

Long-term effects of installation damage (fm212)6.13 In the opinion of the BBA, for a 120-year design life, and for Tensar RE geogrids:fm212 = 1.05 (ULS).

6.14 For the serviceability limit state (SLS), the value of both fm211 and fm212 may be taken as 1.0.

Environmental degradation (fm22)6.15 Tensar RE geogrids are highly resistant to all forms of chemical and biological attack likely to be encountered innormal civil engineering fills. The geogrids are also effectively stabilised against long-term oxidative effects and have ahigh resistance to UV light. However, for a design life of 120 years and to allow for any unforeseen or synergisticeffects, the BBA recommend a minimum value of fm22 as given below:

fm22 = 1.05 (ULS), pH 2.0 to 4.0

fm22 = 1.00 (ULS), pH 4.0 to 12.5

fm22 = 1.00 (SLS), pH 2.0 to 12.5

Design strength (TD)6.16 For the ultimate limit state:Design strength (TD) = TCR

fm.fn (ULS)

where fn = partial factor for ramification of failure. Design load (Tj), to be calculated using prescribed load factorsrecommended by BD 70/03.

In all cases, Tj must be <TD

6.17 For the serviceability limit state:Design strength (TD) = TCS

fm (SLS)

The average design load, Tavj to be calculated using prescribed load factors recommended by BD 70/03.

In all cases Tavj< TD

6.18 For the SLS, the average load in the reinforcement Tavj is related to the maximum load in the reinforcement Tj bya factor k where:Tavj = Tj

kFor Tensar RE geogrids, the value of k may be taken = 2, which assumes a triangular load distribution diagram alongthe loaded length of reinforcement.

Fill/Tensar RE geogrid interactionBond strength6.19 The bond strength for geogrid reinforcement may be expressed as:fbtan�’ where fb is the bond coefficient.

6.20 The use of laboratory pull-out testing to determine the value of the bond coefficient (fb) is not recommended atpresent. For routine design purposes, values may be estimated using the method of Jewell (section 4.6 of CIRIA SP123,1996). The BBA recommend that site specific pull-out testing is carried out to confirm the value of bond coefficient (fb)used in the final design. Values of fb �1.0 have been reported based on site and soil specific testing.

Direct sliding6.21 The direct sliding resistance of geogrid reinforcement may be expressed as:fdstan�’ where fds is a direct sliding coefficient.

( tan� )fds = �s (1–�s)tan�’

( tan� )where is the coefficient of skin friction (fsf),tan�’

and �s is the proportion of plane sliding area that is solid.6.22 For Tensar RE geogrids the coefficient of skin friction (fsf) may be assumed, for routine design purposes, to be 0.6for compacted frictional fill. This is a conservative value. Where a more precise value is required, for use in design,suitable soil and geogrid specific shear box testing may be carried out. Soil specific testing has shown that values of fdsapproaching 1.0 can be achieved.

Formulae notation� = angle of friction between soil and plane reinforcement surface�’ = effective angle of friction of soil.

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7 Durability7.1 In the opinion of the BBA, when used and installed in accordance with this Certificate, Tensar RE geogrids can beused within a reinforced soil structure to achieve a design life of 120 years as required by the HA for permanentstructures (see section 6.15).

7.2 It is assumed that the exposure environment for the concrete is classified as XF2 to BS 8500-1 : 2006. Whereconcrete facing units are to be embedded in soils which could potentially be aggressive, the guidance in BRE SpecialDigest 1 : 2005 Concrete in aggressive ground : Part C : Assessing the aggressive chemical environment should befollowed.

7.3 Fill materials classified as 6I, 6J, 7B, 7C and 7D should comply with the limits of Table 6/3 of the 600 series ofMCHW1 regarding maximum water soluble sulfate content and maximum oxidisable sulfides content.

Installation

8 Procedure8.1 Formation levels are prepared and a concrete strip foundation is laid for the first course of facing panels, whichare temporarily propped. Fill material is placed and compacted behind the facing up to the level of the first layer ofgeogrid.

8.2 The geogrid is then laid, attached to the facing panels, pulled and held taut, preferably with a tension beamdevice as shown in Figure 8, prior to fill being placed. Further courses of facing panels, as necessary, are fixed and fillmaterial is placed and compacted to specified heights, particular care being taken to ensure that the geogrids areadequately tightened and covered before compaction or trafficking. The sequence is repeated up to the formation levelfor the parapet base or finished level as appropriate.

8.3 Fill is placed to a depth not less than 150 mm before each pass of the compaction plant. To avoid excessivemovement of the facing panels, heavy compaction plant is not employed within two metres of the face, where thedepth of fill before each pass may be less than 150 mm to suit the compaction plant used [see also HA (MCHW1),Clause 622.7].

8.4 Tensar bodkins are used to join lengths of geogrid when a full strength connection is necessary as shown inFigures 8 and 9.

8.5 The connection at the facing panel is made in a similar way and is shown in Figure 5 and Figure 8.

Figure 8 Installation

concrete

2.0 m maximum

tensionbeam

lever

Tensar REgeogrids

backfill

bodkin

joint

facing panel

Figure 9 Joint Detail

main gridlength

short startergrid lengthpre-cast intoconcrete panel

Tensarbodkin

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Technical Investigations

9 Investigations9.1 The manufacturing process of the products was examined, including the methods adopted for quality control, anddetails were obtained of the quality and composition of the materials used.

9.2 An examination was made of data relating to:• evaluation of long- and short-term tensile properties• an assessment of the test method for determining tensile creep rupture and creep strain results in comparison with the

method given in EN ISO 13431 : 1999• synergy of mechanical damage and chemical degradation on long-term creep performance• chemical resistance• UV and environmental degradation• effects of temperature• site damage trials and resistance to mechanical damage assessed to the method of annex D of BS 8006 : 1995• coefficient of friction between the products and the soil fill.

9.3 The practicability and ease of handling and installation were assessed.

9.4 An assessment of the design strength of the geogrid was made, assuming a design life of 120 years and adesign temperature of 10°C in accordance with BD 70/03.

Additional Information

The management systems of Tensar International Limited have been assessed and registered as meeting therequirements of BS EN ISO 9001 : 2000 and BS EN ISO 14001 : 1996 by the British Standards Institute QualityAssurance (Certificate No Q05288 and EMS86463 respectively).

Page 9 of 12

Bibliography

BS 4449 : 2005 Specification for carbon steel bars for the reinforcement of concrete

BS 5400-4 : 1990 Steel, concrete and composite bridges — Code of practice for design of concrete bridges

BS 8006 : 1995 Code of practice for strengthened/reinforced soils and other fills

BS 8500-1 : 2006 Concrete — Complementary British Standard to BS EN 206-1 — Method of specifying andguidance for the specifier

BS EN 13251 : 2000 Geotextiles and geotextile-related products — Characteristics required for use in earthworks,foundations and retaining structures

BS EN ISO 9001 : 2000 Quality systems — Model for quality assurance in production, installation and servicing

BS EN ISO 10319 : 1996 Geotextiles — Wide-width tensile test

BS EN ISO 14001 : 1996 Environmental Management systems — Requirements

EN ISO 13431 : 1999 Geotextiles and geotextile-related products — Determination of tensile creep and creeprupture behaviour

BD 24/92 The design of concrete highway bridges and structures use of BS 5400-4:1990

BD 57/01 Design for Durability

BD 70/03 Strengthened/Reinforced Soils and other Fills for Retaining Walls and Bridge Abutments

Manual of Contract Documents for Highway Works, Volume 1 Specification for Highway Works, August 1998 (asamended)

Manual of Contract Documents for Highway Works, Volume 2 Notes for Guidance on the Specification for HighwayWorks, August 1998 (as amended)

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Conditions of Certification

10 Conditions10.1 This Certificate:• relates only to the product/system that is named and described on the front page• is granted only to the company, firm or person named on the front page — no other company, firm or person may

hold or claim any entitlement to this Certificate• is valid only within the UK• has to be read, considered and used as a whole document — it may be misleading and will be incomplete to be

selective• is copyright of the BBA• is subject to English law.

10.2 References in this Certificate to any Act of Parliament, Statutory Instrument, Directive or Regulation of theEuropean Union, British, European or International Standard, Code of Practice, manufacturers’ instructions or similarpublication, are references to such publication in the form in which it was current at the date of this Certificate.

10.3 This Certificate will remain valid for an unlimited period provided that the product/system and the manufactureand/or fabrication including all related and relevant processes thereof:• are maintained at or above the levels which have been assessed and found to be satisfactory by the BBA• continue to be checked as and when deemed appropriate by the BBA under arrangements that it will determine• are reviewed by the BBA as and when it considers appropriate

• remain in accordance with the requirements of the Highways Agency.

10.4 In granting this Certificate, the BBA is not responsible for:• the presence or absence of any patent, intellectual property or similar rights subsisting in the product/system or any

other product/system• the right of the Certificate holder to manufacture, supply, install, maintain or market the product/system• individual installations of the product/system, including the nature, design, methods and workmanship of or related

to the installation• the actual works in which the product/system is installed, used and maintained, including the nature, design,

methods and workmanship of such works.

10.5 Any information relating to the manufacture, supply, installation, use and maintenance of this product/systemwhich is contained or referred to in this Certificate is the minimum required to be met when the product/system ismanufactured, supplied, installed, used and maintained. It does not purport in any way to restate the requirements ofthe Health & Safety at Work etc Act 1974, or of any other statutory, common law or other duty which may exist at thedate of this Certificate; nor is conformity with such information to be taken as satisfying the requirements of the 1974Act or of any statutory, common law or other duty of care. In granting this Certificate, the BBA does not acceptresponsibility to any person or body for any loss or damage, including personal injury, arising as a direct or indirectresult of the manufacture, supply, installation, use and maintenance of this product/system.

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British Board of Agrément tel: 01923 665300Bucknalls Lane fax: 01923 665301Garston, Watford e-mail: mail@bba.star.co.ukHerts WD25 9BA website: www.bbacerts.co.uk©2008