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Edilfloor S.P.A

Via L. Da Vinci 15 36066 Sandrigo (VI) Italy Tel: +39 0444 750350 Fax: +39 0444 657246 Agrément Certificate e-mail: info@edilfloor.com 16/5381 website: www.edilfloor.com Product Sheet 1

EDILGRID GEOGRIDS EDILGRID GEOGRIDS FOR REINFORCED SOIL EMBANKMENTS

This Agrément Certificate Product Sheet(1) relates to Edilgrid Geogrids for Reinforced Soil Embankments, polymeric geogrids for use as reinforcement in embankments with slope angles up to 70°. This Certificate does not cover the use of the geogrid in embankments within the foundation zone of a building.

(1) Hereinafter referred to as ‘Certificate’.

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.

KEY FACTORS ASSESSED

Soil/geogrid interaction— interaction between the soil and the geogrids has been considered and coefficients relating to direct sliding and pull-out resistance are in included in this Certificate (see section 6).

Mechanical properties— short- and long-term tensile strength and elongation properties of the geogrid, and loss of strength due to installation damage have been assessed and reduction factors established for use in design (see sections 7 and 9).

Durability— the resistance of the geogrids to the effects of hydrolysis, chemical and biological degradation, UV exposure and temperature conditions normally encountered in civil engineering practice have been assessed and reduction factors established for use in design (see sections 8, 9 and 11).

The BBA has awarded this Certificate to the company named above for the products described herein. These products have been assessed by the BBA as being fit for their intended use provided they are installed, used and maintained as set out in this Certificate.

On behalf of the British Board of Agrément

Date of First issue: 3 February 2017

Brian Chamberlain Head of Technical Excellence

Claire Curtis-Thomas Chief Executive

Certificate amended on 22 June 2017 to update Table 3.

The BBA is a UKAS accredited certification body – Number 113. The schedule of the current scope of accreditation for product certification is available 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.

British Board of Agrément Bucknalls Lane Watford Herts WD25 9BA

©2017

tel: 01923 665300 fax: 01923 665301

clientservices@bbacerts.co.uk www.bbacerts.co.uk

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Regulations In the opinion of the BBA, the use of Edilgrid Geogrids for Reinforced Soil Embankments are not subject to the national Building Regulations.

Construction (Design and Management) Regulations 2015 Construction (Design and Management) Regulations (Northern Ireland) 2016 Information in this Certificate may assist the client, designer (including Principal Designer) and contractor (including Principal Contractor) to address their obligations under these Regulations. See sections: 1 Description (1.2), 3 Delivery and site handling (3.4 and 3.5) of this Certificate.

Additional Information

CE marking The Certificate holder has taken the responsibility of CE marking the products in accordance with harmonised European Standard BS EN 13251 : 2014. An asterisk (*) appearing in this Certificate indicates that data shown are given in the manufacturer’s Declaration of Performance.

Technical Specification

1 Description 1.1 Edilgrid Geogrids for Reinforced Soil Embankments are planar structures consisting of a regular open network of integrally-connected tensile elements manufactured from high-tenacity polyester yarn (PET), knitted into grids and coated with a protective layer of black polyvinyl chloride (PVC). 1.2 The geogrids are manufactured in 8 standard grades with various strengths and mesh sizes. A typical geogrid is illustrated in Figure 1, and the range and specification of the geogrids assessed by the BBA are listed in Tables 1 and 2. The geogrids have greater tensile strength in the machine direction than the cross machine direction.

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Figure 1 Edilgrid Geogrids for Reinforced Soil Embankments

Table 1 General specifications

Grade Average grid size(1)

MD/CMD(2) A x B (mm)

Average aperture

size(1) MD/CMD(2) C x D (mm)

Gross roll weight of 50 m rolls (kg)

Gross roll weight of 100 m rolls (kg)

Roll width (m) Roll width (m)

2.5 3.9 5 2.5 3.9 5

Edilgrid 35/20 32 x 39 26 x 30 36.00 56.2 72.00 66.00 103 132.00

Edilgrid 55/20 32 x 39 26 x 30 43.50 67.9 87.00 81.00 126.4 162.00

Edilgrid 100/30 32 x 39 24 x 30 58.50 91.3 117.00 111.00 173.2 222.00

Edilgrid 120/30 32 x 39 24 x 30 67.25 104.95 134.50 128.50 200.5 257.00

Edilgrid 35/30 32 x 39 26 x 30 37.25 58.15 74.50 68.50 106.9 137.00

Edilgrid 55/30 32 x 39 26 x 30 44.75 69.85 89.50 83.50 130.3 167.00

Edilgrid 80/30 32 x 39 25 x 30 51.00 79.6 102.00 96.00 149.8 192.00

Edilgrid 110/30 32 x 39 24 x 30 62.25 97.15 124.50 118.50 184.9 237.00

Edilgrid 150/30 32 x 39 23 x 30 74.75 116.65 149.50 143.50 223.9 287.00

Edilgrid 200/30 32 x 39 22 x 30 91.00 142 182.00 176.00 274.6 352.00

(1) Reference dimensions (see Figure 1). (2) MD: machine direction, CMD: cross machine direction.

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Table 2 Performance characteristics

Grade Short-term tensile strength(1)

Tchar (kN·m-1)

Proportion of plane

sliding area that is solid

αs(3)

Ratio of bearing(4) surface to plan area αb x B/2S

Strain at maximum tensile

strength(5) MD/CMD(*) (%) MD(2) CMD(2)

Edilgrid 35/20 40 20 0.38 0.008 12 ± 4 12 ± 4

Edilgrid 55/20 60 20 0.38 0.008 12 ± 4 12 ± 4

Edilgrid 100/30 100 30 0.42 0.010 12 ± 4 12 ± 4

Edilgrid 120/30 120 30 0.42 0.010 12 ± 4 12 ± 4

Edilgrid 35/30 40 30 0.38 0.010 12 ± 4 12 ± 4

Edilgrid 55/30 60 30 0.38 0.010 12 ± 4 12 ± 4

Edilgrid 80/30 80 30 0.40 0.009 12 ± 4 12 ± 4

Edilgrid 110/30 110 30 0.42 0.010 12 ± 4 12 ± 4

Edilgrid 150/30 150 30 0.45 0.010 12 ± 4 12 ± 4

Edilgrid 200/30 200 30 0.47 0.011 12 ± 4 12 ± 4 (1) Short-term tests in accordance with BS EN ISO 10319 : 2008; the values given are characteristic values of the short-term tensile strength (Tchar) corresponding to the 95% confidence level in accordance with BS EN 13251 : 2014. (2) MD: machine direction, CMD: cross machine direction. (3) αs is the proportion of the plane sliding area that is solid and is required for the calculation of the direct sliding coefficient (fds) and the bond coefficient (fb) (see section 6). (4) The ratio is required to calculate the bond coefficient (fb) in accordance with CIRIA SP123 : 1996 (see section 6), where:

αb is the proportion of the width available for bearing

B is the thickness of a transverse member taking bearing

S is the spacing between transverse members taking bearing (equivalent to B in Figure 1). (5) Tests in accordance with BS EN ISO 10319 : 2008; the values given are the mean and tolerance values (±) of strain in accordance with BS EN 13251 : 2014.

1.3 The machine direction (MD) is along the length of the roll.

2 Manufacture 2.1 The geogrids are manufactured from yarn which is knitted into grids and coated with a protective layer of black polymer. 2.2 As part of the assessment and ongoing surveillance of product quality, the BBA has:

agreed with the manufacturer the quality control procedures and product testing to be undertaken

assessed and agreed the quality control operated over batches of incoming materials

monitored the production process and verified that it is in accordance with the documented process

evaluated the process for management of nonconformities

checked that equipment has been properly tested and calibrated

undertaken to carry out the above measures on a regular basis through a surveillance process, to verify that the specifications and quality control being operated by the manufacturer are being maintained.

2.3 The management system Edilfloor S.P.A has been assessed and registered as meeting the requirements of EN ISO 9001 : 2008 by DNV Business Assurance (Certificate CERT-00244-94-AQ-VEN-SINCERT).

3 Delivery and site handling 3.1 The geogrids are delivered to site in rolls, wrapped for transit in polypropylene (PP) fabric, low-density polyethylene (LDPE) sheet or high molecular high-density polyethylene (HMHD) sheet, according to customer requirements. The packaging should not be removed until immediately prior to installation. 3.2 Rolls are labelled as shown in Figure 2. 3.3 Rolls should be stored under cover in clean, dry conditions and protected from mechanical or chemical damage, exposure to direct sunlight and extreme temperatures.

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3.4 Toxic fumes are given off if the geogrids catch fire and, therefore, the necessary precautions should be taken following the instructions of the material safety data sheet for the product. 3.5 When stored horizontally, the rolls may be stacked up to five high. Other loads should not be stored on top of the stack.

Figure 2 Example of Label

Assessment and Technical Investigations The following is a summary of the assessment and technical investigations carried out on Edilgrid Geogrids for Reinforced Soil Embankments.

Design Considerations

4 General 4.1 Edilgrid Geogrids for Reinforced Soil Embankments are satisfactory for the reinforcement of embankments with maximum slope angles of 70°. Structural stability is achieved through the frictional interaction of soil particles and the geogrids. The design strength of the reinforcement and length of reinforcement embedded within the compacted fill are the key design factors. 4.2 Particular attention should be paid in design to the following issues:

site preparation and embankment construction

fill material properties

drainage

protection of the product against damage from site traffic and installation equipment

the stability of existing structures in close proximity

design of the embankment facing.

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4.3 The working drawings should show the correct orientation of the geogrids. Each layer of reinforcement must be continuous in the direction of load, ie without overlaps.

5 Practicability of installation The products must be installed by trained contractors in accordance with the specifications and construction drawings (see the Installation part of this Certificate).

6 Design Design methodology 6.1 Reinforced soil embankments constructed using Edilgrid Geogrids should be designed in accordance with BS 8006-1 : 2010. Geogrid reinforcement 6.2 In accordance with the methodology set out in BS 8006-1 : 2010, Annex 3, the design strength of the reinforcement (TD) is calculated as: TD = TCR/fm where: TCR is the long-term tensile creep rupture strength of the reinforcement at the specified design life and design

temperature fm is the material safety factor to allow for the strength reducing effects of installation damage, weathering

(including exposure to sunlight), chemical and other environmental effects and to allow for the extrapolation of data required to establish the above reduction factors.

6.3 The long-term tensile creep rupture strength (TCR) for each grade of geogrid is calculated using the formula: TCR = Tchar/RFCR

where: Tchar is the characteristic short-term strength of the geogrid taken from Table 2 RFCR is the reduction factor for creep (see section 7). 6.4 The material safety factor (fm) is calculated as: fm = RFID x RFW x RFCH x fS where: RFID is the reduction factor for installation damage RFW is the reduction factor for weathering, including exposure to ultra violet light RFCH is the reduction factor for chemical/environmental effects fS is the factor of safety for the extrapolation of data. 6.5 Recommended values for RFCR, RFID, RFW, RFCH and fS, are given in sections 7, 8 and 9 of this Certificate. Conditions of use outside the scope for which the reduction factors are defined are not covered by this Certificate, and advice should be sought from the manufacturer. Soil/geogrid interaction 6.6 There are two limiting modes of interaction between the soil and the reinforcement that need to be considered during the design:

direct sliding — in which the soil above the layer of reinforcement can slide over the reinforcement

pullout — in which the layer of reinforcement pulls out of the soil after it has mobilised the maximum available bond stress.

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6.7 CIRIA SP123 : 1996, Sections 4.5 and 4.6, describe the following methods for determining resistance to direct sliding and maximum available bond, to which the appropriate partial factors should be applied in accordance with BS 8006-1 : 2010. Direct sliding 6.8 The theoretical expression for resistance to direct sliding is: fds x tan ϕ’ where: fds is the coefficient of direct sliding tan ϕ’ is the shearing resistance of the soil ϕ’ is the angle of shearing resistance for the soil. 6.9 The direct sliding coefficient (fds) is calculated as: fds = αs x (tan δ /tan ϕ’) + (1 – αs) where: αs is the proportion of plane sliding area that is solid δ is the angle of skin friction, soil on planar reinforcement surface tan δ/tan ϕ’ is the coefficient of skin friction between the soil and geogrid material. 6.10 For initial design purposes, the coefficient of skin friction (tan δ/tan ϕ’) for determining the resistance to direct sliding for the geogrids when buried in compacted frictional fill may be conservatively assumed to be 0.6. It is recommended that site-specific testing is carried out to determine the coefficient of skin friction for use in the detailed design. Values for the proportion of plane sliding area that is solid (αs) are given in Table 2. 6.11 For detailed design, the resistance to direct sliding should be determined from soil and geogrid specific shear box testing. Bond 6.12 The theoretical expression for bond shearing resistance is: fb x tan ϕ’ where: fb is the bond coefficient tan ϕ’ is the shearing resistance of the soil ϕ’ is the effective angle of shearing resistance for soil. 6.13 The bond coefficient may be calculated as: fb = αs x (tan δ/tan ϕ’) + (σ’b/σ’n) x (αb x B/2S) x (1/tan ϕ’) where: αs is the proportion of plane sliding area that is solid ϕ’ is the effective angle of friction of soil tan δ/tan ϕ’ is the coefficient of skin friction between the soil and geogrid material σ’b/σ’n is the bearing stress ratio αb x B/2S is the ratio of bearing surface to plan area ϕ’ is the angle of shearing resistance in terms of effective stress δ is the angle of skin friction, soil on planar reinforcement surface σ’b is the effective bearing stress on the reinforcement σ’n is the normal effective stress. 6.14 For initial design purposes, the coefficient of skin friction (tan δ/tan ϕ’) for determining the bond coefficient when the geogrids are buried in compacted frictional fill may be conservatively assumed to be 0.6. Values for the ratio of

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bearing surface to plane area (αb x B /2S) are given in Table 2. Typical values for the bearing stress ratio (σ’b/σ’n) are given in CIRIA SP123 : 1996, Table 4.1. 6.15 The BBA recommends that site-specific pull-out tests are carried out in accordance with BS EN 13738 : 2004 to confirm the value of bond coefficient (fb) used in the final design. Fill material 6.16 The designer should specify the relevant properties of fill material deemed acceptable for the purpose of the design. Acceptable materials should meet the requirements of BS 8006-1 : 2010. Facings 6.17 A typical wrap-around facing detail formed using the geogrid is shown in Figure 3. Where the geogrids are used to form the facing, natural or artificial protection must be provided to the grids and fill material to protect the geogrids against damage from UV light, fire and vandalism, and to protect the fill material from erosion. Figure 3 Typical wrap-around facing detail

6.18 Other types of facing, including preformed panels, gabions/gabion sacks and other proprietary systems, may be used, but are outside the scope of this Certificate. Further guidance is given in BS 8006-1 : 2010.

7 Mechanical properties Tensile strength — short-term 7.1 Characteristic short-term tensile strength (Tchar) and strain values for the product range are given in Table 2. Tensile strength — long-term

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7.2 The long-term creep rupture performance of the geogrids has been determined in accordance with the principles of PD ISO/TR 20432 : 2007 using conventional and Stepped Isothermal Method (SIM) creep rupture test data for a design temperature of 20°C. The resultant creep rupture diagram is shown in Figure 4.

Figure 4 Creep rupture diagram

7.3 For a 60-year design life and design temperature of 20°C, the long-term tensile strength (TCR) of Edilgrid Geogrids for Reinforced Soil Embankments is 68.1% of the characteristic short-term tensile strength (Tchar), giving a long-term creep reduction factor (RFCR) of 1.47. 7.4 For a 120-year design life and design temperature of 20°C, the long-term tensile strength (TCR) is 67.0% of characteristic short-term tensile strength (Tchar) giving a long-term creep reduction factor (RFCR) of 1.49. 7.5 The typical service life given in Table 7 of BS 8006-1 : 2010 for reinforced soil embankments is 60 years. Creep strain 7.6 Creep strain is not normally considered an issue for the design of embankments and slopes. However, for situations where creep strain is applicable, the isochronous curves for Edilgrid geogrids covered by this Certificate are shown in Figure 5.

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Figure 5 Stress/ strain isochronous curves

Installation damage 7.7 To allow for loss of strength owing to mechanical damage that may be sustained during installation, the appropriate value for RFID should be selected from Table 3. These reduction factors have been established from full-scale installation damage tests using a range of materials whose gradings can be seen in Figure 6. For soils not covered by Table 3, appropriate values of RFID may be determined from site-specific trials or the engineer may exercise engineering judgment to interpolate between the values given.

Table 3 Partial safety factor — installation damage (RFID)

Soil type D50 particle size(1) (mm) Grade RFID

Coarse gravel(2) <18 All grades 1.13

Silty sand(2) <1.2 Edilgrid 35/20 Edilgrid 35/30

1.04

Edilgrid 55/20 Edilgrid 55/30 Edilgrid 80/30

Edilgrid 110/30 Edilgrid 120/30 Edilgrid 150/30 Edilgrid 200/30

1.02

(1) Detailed particle size distributions are shown in Figure 5. (2) Compacted soil thickness: 180 mm, Weight of vibrating roll: 1600 kg·m–1.

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Figure 6 Particle size distributions of soils used in installation damage testing

8 Effects of environmental conditions Weathering (including exposure to sunlight) 8.1 A reduction factor (RFW) of 1.0 may be used for design provided the geogrids are protected from exposure to sunlight in accordance with the recommendations of this Certificate and provided the periods of exposure are limited to a maximum of one day for every section of the product. Further investigation is required for exposure periods exceeding one month. Chemical/environmental effects 8.2 To take account of chemical/environmental effects including hydrolysis, resistance to acids and alkaline liquids and biological/microbial attack, the appropriate value for RFCH shown in Table 4 should be used for design.

Table 4 Reduction factor RFCH(1)(2)

Design life (years) RFCH

60 1.08

120 1.17 (1) Soil pH level ranges from 4.0 to 9.0 and the geogrids are exposed to ultraviolet light for a maximum period of 1 day. (2) Design temperature 20°C.

9 Factor of safety for the extrapolation of data (fs) 9.1 For geogrids, the factor of safety for the extrapolation of data (fS) is shown in Table 5.

Table 5 Factors of safety for extrapolation of data

Design life (years) fs

60 1.05

120 1.09

9.2 The above values have been calculated in accordance with the principles of PD ISO/TR 20432 : 2007, using the R1 and R2 values given in Table 6 of this Certificate.

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Table 6 R1 and R2

Factor Taking account of: Design life (years)

60 120

R1 Extrapolation of creep rupture data 1.05 1.08

R2 Extrapolation of chemical data 1.02 1.03

10 Maintenance As the products are confined within the soil and have suitable durability, maintenance is not required.

11 Durability 11.1 When designed and installed in accordance with the requirements of BS 8006-1 : 2010, BS EN 14475 : 2006 and this Certificate, the geogrids are suitable for use in soil-reinforced embankments and will have a service life of at least 60 years. Weathering 11.2 Evidence from tests in accordance with BS EN 12224 : 2000 shows that the geogrids have adequate resistance to weathering and exposure to sunlight, when protected from exposure in accordance with the recommendations of this Certificate. Should the reduction factor for weathering in the design be taken as 1.0, the exposure time is limited to one day. Chemical degradation 11.3 Evidence from tests in accordance with BS EN 12447 : 2001 shows that, within a soil environment where pH ranges from 4.0 to 9.0, the geogrids have adequate resistance to hydrolysis for applications where sustained soil temperatures are not higher than 20°C. 11.4 Evidence from tests in accordance with BS EN 14030 : 2001 shows that the geogrids have high resistance to acid and alkaline liquids in the pH range of 4.0 to 9.0. Further investigation is necessary to predict the long-term durability of the geogrids where the pH level is below 4.0 or above 9.0. Biological degradation 11.5 Evidence from tests in accordance with BS EN 12225 : 2000 shows that the geogrids are highly resistant to microbiological attack. Effects of temperature 11.6 When designed and installed in accordance with the requirements of BS 8006-1 : 2010, BS EN 14475 : 2006 and this Certificate, the geogrids are suitable for use in soils at temperatures normally encountered in reinforced soil embankments in the UK. Long-term creep performance and resistance to chemical and microbiological attack at temperatures greater than 20°C or lower than 0°C are outside the scope of this Certificate. Where geogrids may be exposed to temperatures outside this range, the advice of the Certificate holder should be sought.

Installation

12 General 12.1 The construction of the reinforced soil structures should be carried out in accordance with BS 8006-1 : 2010 and BS EN 14475 : 2006. 12.2 Care should be exercised to ensure that the geogrids are laid with the machine direction (MD) parallel to the direction of the principal stress. Design drawings should indicate product orientation.

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13 Preparation Site preparation should be in accordance with BS 8006-1 : 2010 and BS EN 14475 : 2006. The surface must be free of root growth, logs, frozen matter or any other objects that may damage the geogrids.

14 Procedure 14.1 The geogrids of the specified grade are laid by unrolling to the length required and cutting with a sharp knife or scissors. The geogrid may be unrolled manually or mechanically. 14.2 The geogrids should be laid flat, without folds, parallel to each other and with widths in contact. Each reinforcing layer must be continuous in the direction of loading and grids must not overlap. Strip misalignment must not exceed 50 mm over a distance of 5 m. Pins or a stretching device may be used to control alignment and also to induce a small pre-stressing load prior to filling. 14.3 Moisture content of the fill should be maintained within the specified limits. Measures should be taken to ensure that the fill does not become waterlogged, or that any water pressures assumed in design are not exceeded. 14.4 Particular care should be taken to ensure that the geogrids are adequately covered before compaction or trafficking. A minimum cover of 150 mm of fill must be ensured between construction plant/vehicles and the geogrid. The direction of compaction should be perpendicular to the machine direction of the geogrids. Construction traffic will damage the unprotected geogrids. 14.5 The geogrids need to be covered with fill within the time specified in the design to prevent degradation caused by ultraviolet light (see section 8). 14.6 The placement of fill materials and the thickness and compaction of the fill should be in accordance with the requirements of the Manual of Contract Documents, Volume 1 Specification for Highway Works, and in line with the conditions relevant to the installation damage Reduction Factor (RFID) used in the design (see section 7). 14.7 To prevent ponding of water and excessive infiltration, the surface of the fill should be graded away from the slope face and compacted at the end of each work day. 14.8 Internal drainage measures should be installed at the locations and to the dimensions and gradients shown on the engineer’s drawings. 14.9 Facings should be constructed as detailed on the engineer’s design drawings.

Technical Investigations 15 Tests 15.1 An assessment was made of the test data relating to:

dimensional checks

evaluation of short- and long-term tensile properties

site damage trials and resistance to mechanical damage

resistance to hydrolysis

resistance to weathering/exposure to sunlight

resistance to soil burial

chemical resistance

soil/geogrid interaction

installation procedures and typical details.

15.2 Calculations were made to establish the plane sliding area that is solid and the ratio of bearing surface to plane area.

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16 Investigations 16.1 The manufacturing process was evaluated, including the methods adopted for quality control, and details were obtained of the quality and composition of the materials used. 16.2 An assessment was made of the practicability of installation and ease of handling.

Bibliography BS 8006-1 : 2010 +A1 : 2016 Code of practice for strengthened/reinforced soils and other fills

BS EN 12224 : 2000 Geotextile and geotextile-related products — Determination of the resistance to weathering

BS EN 12225 : 2000 Geotextile and geotextile-related products — Method for determining the microbiological resistance by a soil burial test

BS EN 12447 : 2001 Geotextiles and geotextile-related products — Screening test method for determining the resistance to hydrolysis in water

BS EN 13251 : 2014 Geotextiles and geotextile-related products — Characteristics required for use in earthworks, foundations and retaining structures

BS EN 13738 : 2004 Geotextiles and geotextile-related products — Determination of pullout resistance in soil

BS EN 14030 : 2001 Geotextiles and geotextile-related products — Screening test method for determining the resistance to acid and alkaline liquids

BS EN 14475 : 2006 Execution of special geotechnical works — Reinforced fill

BS EN ISO 10319 : 2008 Geotextiles — Wide-width tensile test

EN ISO 9001 : 2008 Quality management systems — Requirements

CIRIA SP123 : 1996 Soil reinforcement with geotextiles Jewel R.A.

Manual of Contract Documents for Highway Works, Volume 1 Specification for Highway Works

PD ISO/TR 20432 : 2007 Guidelines for the determination of the long-term strength of geosynthetics for soil reinforcement

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Conditions of Certification

17 Conditions 17.1 This Certificate:

relates only to the product/system that is named and described on the front page

is issued only to the company, firm, organisation or person named on the front page – no other company, firm, organisation or person may hold claim that this Certificate has been issued to them

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. 17.2 Publications, documents, specifications, legislation, regulations, standards and the like referenced in this Certificate are those that were current and/or deemed relevant by the BBA at the date of issue or reissue of this Certificate. 17.3 This Certificate will remain valid for an unlimited period provided that the product/system and its manufacture and/or fabrication, including all related and relevant parts and 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. 17.4 The BBA has used due skill, care and diligence in preparing this Certificate, but no warranty is provided. 17.5 In issuing this Certificate the BBA is not responsible and is excluded from any liability to any company, firm, organisation or person, for any matters arising directly or indirectly from:

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

actual installations of the product/system, including their nature, design, methods, performance, workmanship and maintenance

any works and constructions in which the product/system is installed, including their nature, design, methods, performance, workmanship and maintenance

any loss or damage, including personal injury, howsoever caused by the product/system, including its manufacture, supply, installation, use, maintenance and removal

any claims by the manufacturer relating to CE marking. 17.6 Any information relating to the manufacture, supply, installation, use, maintenance and removal of this product/system which is contained or referred to in this Certificate is the minimum required to be met when the product/system is manufactured, supplied, installed, used, maintained and removed. It does not purport in any way to restate the requirements of the Health and Safety at Work etc. Act 1974, or of any other statutory, common law or other duty which may exist at the date of issue or reissue of this Certificate; nor is conformity with such information to be taken as satisfying the requirements of the 1974 Act or of any statutory, common law or other duty of care.

British Board of Agrément Bucknalls Lane Watford Herts WD25 9BA

©2017

tel: 01923 665300 fax: 01923 665301

clientservices@bbacerts.co.uk www.bbacerts.co.uk