GX 80 H231ps1i1
User Manual: GX-80
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TECHNICAL APPROVALS FOR CONSTRUCTION
APPROVAL
INSPECTION
TESTING
CERTIFICATION
HAPAS
Tencate Geosynthetics Austria Gesellschaft
m.b.H.
Schachermayerstrasse 18
A-4021 Linz
Austria
Tel: 00 43 732 69 830 Fax: 00 43 732 69 835353
e-mail: service@tencate.com
website: www.tencate.com
HAPAS Certificate
15/H231
Product Sheet 1
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.
TENCATE GEOSYNTHETICS
MIRAGRID GX GEOGRIDS
This Certificate relates to Miragrid GX Geogrids,
comprising a regular open network of integrally-
connected elements of high-tenacity polyester yarn,
coated with a protective layer of black polyvinyl
chloride, for use as reinforcement in embankments with
slope angles up to 70°.
CERTIFICATION INCLUDES:
• factors relating to compliance with HAPAS
requirements
• factors relating to compliance with Regulations
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 geogrids has been considered and coefficients relating
to direct sliding and pull-out resistance proposed (see section 6).
Mechanical properties — short- and long-term tensile strength and elongation properties of the geogrids and loss of strength
owing to installation damage have been assessed and reduction factors established for use in design (see section 7).
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 and 11).
This HAPAS Certificate Product Sheet(1) is issued by the British Board of Agrément (BBA), supported by the Highways Agency (HA) (acting on
behalf of the Overseeing Organisations of the Department for Transport; Transport Scotland; the Welsh Assembly Government and the Department
for Regional Development, Northern Ireland), the Association of Directors of Environment, Economy, Planning and Transport (ADEPT), the
Local Government Technical Advisers’ Group and industry bodies. HAPAS Certificates are normally each subject to a review every three years.
(1) Hereinafter referred to as ‘Certificate’.
British Board of Agrément
tel: 01923 665300
Bucknalls Lane
fax: 01923 665301
Watford
clientservices@bba.star.co.uk
Herts WD25 9BA
www.bbacerts.co.uk
©2015
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: 24 March 2015 Brian Chamberlain Claire Curtis-Thomas
Head of Approvals — Engineering Chief Executive
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In the opinion of the BBA, Miragrid GX Geogrids, when used in accordance with the provisions of this Certificate,
will meet the requirements of the Highways Agency and local Highway Authorities for the design and construction of
reinforced soil embankments with slope angles up to 70°.
Regulations
Construction (Design and Management) Regulations 2007
Construction (Design and Management) Regulations (Northern Ireland) 2007
Information in this Certificate may assist the client, CDM co-ordinator, designer and contractors to address their
obligations under these Regulations.
See sections: 1 Description (1.2), 3 Delivery and site handling (3.1, 3.3 and 3.4) and 13 Procedure (13.1) 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 : 2001. 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 Miragrid GX Geogrids are planar structures consisting of a regular open network of integrally-connected tensile
elements of high-tenacity polyethylene terephthalate (PET) yarn, coated with a protective layer of black polyvinyl
chloride.
1.2 The range of Miragrid GX Geogrids covered by this Certificate is listed in Table 1. The characteristics of the
geogrids are shown in Table 2. A typical configuration for the geogrids is illustrated in Figure 1.
Figure 1 Miragrid GX Geogrids
A
B
machine direction
C
D
cross machine direction
Requirements
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Table 1 General specification
Grade Nominal mass(1)
(g·m–2)
Average grid
size(2) (mm)
MD/CMD(3)
A x B
Average aperture
size(2) (mm)
MD/CMD(3)
C x D
Colour code(4) Roll width 5.20 m
Nominal roll
weight (kg)
Nominal roll
length (m)
GX 20/20 170 25 x 28 22 x 25 red and green 105 100
GX 35/20 190 25 x 28 22 x 25 orange and green 125 100
GX 35/35 255 25 x 29 22 x 25 orange 151 100
GX 55/30 255 25 x 28 21 x 25 yellow 155 100
GX 55/55 365 25 x 27 21 x 21 white 205 100
GX 80/30 315 25 x 28 20 x 25 red and blue 190 100
GX 80/80 540 25 x 29 20 x 25 red 303 100
GX 110/30 422 25 x 28 20 x 25 white and blue 245 100
GX 160/30 550 25 x 28 19 x 25 white and orange 165 50
GX 200/30 660 25 x 28 18 x 25 white and green 193 50
GX 400/30 1270 25 x 28 15 x 25 white and red 337 50
(1) Mass/unit area measured in accordance with BS EN ISO 9864 : 2005.
(2) Reference dimensions (see Figure 1).
(3) MD: machine direction, CMD: cross machine direction.
(4) Colour coding in accordance with BS EN ISO 10320 : 1999.
Table 2 Performance characteristics
Grade Machine Direction (MD) Cross Machine Direction (CMD)
Short term tensile strength(1)
(kN per m width) Mean strain
at maximum
tensile strength(1)
(%) (*)
Short term tensile strength(1)
(kN per m width) Mean strain
at maximum
tensile strength(1)
(%) (*)
Mean value
(*)
Tolerance
(*)
Tchar(2) Mean value
(*)
Tolerance
(*)
Tchar(2)
GX 20/20 21 +0/–1.0 20.0 10.5 (±2.1) 21 +0/–1.0 20.0 10.5 (±2.0)
GX 35/20 38 +0/–2.8 35.2 10.5 (±2.1) 20 +0/–5.0 15.0 12.0 (+5.0/–4.0)
GX 35/35 38 +0/–2.8 35.2 10.5 (±2.1) 38 +0/–2.8 35.2 10.0 (±2.0)
GX 55/30 58 +0/–2.9 55.1 10.5 (±2.1) 30 +0/–5.0 25.0 12.0 (+5.0/–4.0)
GX 55/55 58 +0/–2.9 55.1 10.5 (±2.1) 58 +0/–2.9 55.1 10.0 (±2.0)
GX 80/30 84 +0/–4.0 80.0 10.5 (±2.1) 30 +0/–5.0 25.0 12.0 (+5.0/–4.0)
GX 80/80 84 +0/–4.0 80.0 10.5 (±2.1) 84 +0/–4.0 80.0 10.0 (±2.0)
GX 110/30 116 +0/–5.8 110.2 10.5 (±2.1) 30 +0/–5.0 25.0 12.0 (+5.0/–4.0)
GX 160/30 168 +0/–8.0 160.0 10.5 (±2.1) 30 +0/–5.0 25.0 12.0 (+5.0/–4.0)
GX 200/30 210 +0/–10.0 200.0 10.5 (±2.1) 30 +0/–5.0 25.0 12.0 (+5.0/–4.0)
GX 400/30 420 +0/–20.0 400.0 10.5 (±2.1) 30 +0/–5.0 25.0 12.0 (+5.0/–4.0)
(1) Values derived from short-term tests in accordance with BS EN ISO 10319 : 2008.
(2) The characteristic short-term tensile strength (Tchar) values are the mean short-term tensile strength minus 1 x the tolerance value in accordance with
BS EN 13251 : 2001.
1.3 The machine direction is along the roll and is indicated by printed paper strip.
2 Manufacture
2.1 The geogrids are manufactured from fibres of high-tenacity polyester yarn which are knitted together to form grids.
A beam yarn is used to cross-weave the weft and warp yarn bundles together at their points of contact. The product is
then coated with a protective layer of black polyvinyl chloride.
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 operated by the manufacturer are being maintained.
2.3 The management system of Tencate Geosynthetics Austria Gesellschaft m.b.H. has been assessed and registered
as meeting the requirements of BS EN ISO 9001 : 2008 by IQ Net/Quality Austria (Certificate AT-00631/0).
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3 Delivery and site handling
3.1 The geogrids are delivered to site in rolls with the nominal widths, lengths and weights shown in Table 1. Each
roll is wrapped for transit and site protection in blue, high-density polyethylene foil and is labelled with the geogrid
grade and identification. The packaging should not be removed until immediately prior to installation.
3.2 The ends of the rolls are sprayed with colour-coded paint, to assist identification on site of the different grades of
geogrid (see Table 1) in accordance with BS EN ISO 10320 : 1999.
3.3 Rolls should be stored in clean, dry conditions. When laid horizontally, the rolls may be stacked up to five high.
No other loads should be stored on top of the stack. The rolls should be protected from mechanical or chemical
damage and extreme temperatures.
3.4 Toxic fumes are given off if the geogrids catch fire and therefore the necessary precautions should be taken,
following the instructions given in the material safety data sheet for the product.
Assessment and Technical Investigations
The following is a summary of the assessment and technical investigations carried out Miragrid GX Geogrids.
Design Considerations
4 General
4.1 When designed in accordance with this Certificate, Miragrid GX Geogrids are satisfactory for the reinforcement
to embankments with maximum slope angles of 70°.
4.2 Structural stability is achieved through the frictional interaction of the soil particles and the geogrids and the tensile
strength of the geogrids.
4.3 The fill specification and method of placement and compaction, design strength of the reinforcement and length of
reinforcement embedded within the compacted fill are the key design factors.
4.4 Prior to the commencement of the work, the designer must satisfy the design approval and certification procedures
of the relevant Highway Authority.
4.5 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.
4.6 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 product is designed to 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 Miragrid GX Geogrids should be designed in accordance with
BS 8006-1 : 2010 and the Specification for Highway Works.
6.2 The typical service life given in Table 7 of BS 8006-1 : 2010 for reinforced soil embankments is 60 years.
Geogrid reinforcement
6.3 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.
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6.4 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).
6.5 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 ultraviolet light
RFCH is the reduction factor for chemical/environmental effects
fS is the factor of safety for the extrapolation of data.
6.6 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 Certificate holder.
Soil/geogrid interaction
6.7 There are two modes of interaction between the soil and the reinforcement that need to be considered during
the design:
• direct sliding — where the soil above the layer of reinforcement can slide over the reinforcement
• pull out — where the layer of reinforcement pulls out of the soil, after it has mobilized the maximum available
bond stresses.
6.8 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
6.9 The theoretical expression for resistance to direct sliding = fds x tan ’
where:
fds is the coefficient of direct sliding
tan ’ is the shearing resistance of the soil
’ angle of shearing resistance for the soil.
6.10 The direct sliding coefficient fds is calculated as:
fds = s x (tan /tan ’) + (1 – s)
where:
s is the proportion of plane sliding area that is solid
is the angle of skin friction, soil on planar reinforcement surface
tan /tan ’ is the coefficient of skin friction between the soil and geogrid material.
6.11 For initial design purposes, the coefficient of skin friction (tan /tan ’) for determining the resistance to
direct sliding for the geogrid when buried in compacted frictional fill may be assumed conservatively to be 0.6 for
compacted frictional fill (’ = 30°). Where more precise values are required, for use in design, site-specific testing
should be carried out. Soil-specific testing has shown that values of fds ≥1.0 can be achieved. Values for the proportion
of plane sliding area that is solid (s) are given in Table 3.
6.12 For detailed design, the resistance to direct sliding should be determined from soil and geogrid specific shear
box testing.
Bond
6.13 The theoretical expression for bond shearing resistance = fb x tan ’
where:
fb is the bond coefficient.
tan ’ is the shearing resistance of the soil
’ angle of shearing resistance for the soil.
Page 6 of 11
Table 3 Soil geogrid interaction parameters for Miragrid GX Geogrids
Grade s(1) Ratio of bearing(2)
surface to plan area
b x B/2S
GX 20/20 0.21 0.016
GX 35/20 0.21 0.017
GX 35/35 0.24 0.020
GX 55/30 0.25 0.020
GX 55/55 0.35 0.020
GX 80/30 0.29 0.019
GX 80/80 0.39 0.018
GX 110/30 0.29 0.019
GX 160/30 0.32 0.019
GX 200/30 0.36 0.018
GX 400/30 0.46 0.015
(1) s is the proportion of the plane sliding area that is solid and is required for the calculation of
the bond coefficient (fb) and the direct sliding coefficient (fds) (see sections 6.10 and 6.14).
(2) The ratio of bearing surface to plan area is required to calculate the bond coefficient (fb) in
accordance with CIRIA SP123 : 1996 (see section 6.14):
•b is the proportion of the grid width available for bearing
•B is the thickness of a transverse member of a grid taking bearing
•S is the spacing between transverse members taking bearing.
6.14 The bond coefficient may be calculated as:
fb = s x (tan /tan ’) + (’b/’n) x (b x B/2S) x (1/tan ’)
where:
s is the proportion of plane sliding area that is solid
tan /tan ’ is the coefficient of skin friction between the soil and geogrid material
’b /’n is the bearing stress ratio
b x B/2S is the ratio of bearing surface to plan area
’ is the angle of shearing resistance in terms of effective stress
is the angle of skin friction, soil on planar reinforcement surface
’b is the effective bearing stress on the reinforcement
’n is the normal effective stress.
6.15 For initial design purposes the coefficient of skin friction (tan /tan ’) for the product when buried in frictional
fill may be conservatively assumed to be 0.6 for compacted frictional fill (’ = 30°). Where more precise values are
required, for use in design, site-specific testing should be carried out. Soil-specific testing has shown that values of fds
≥1.0 can be achieved. Values for the ratio of bearing surface to plan area (b x B/2S) are given in Table 3. Typical
values for the bearing stress ratio (’b/’n) are given in CIRIA SP123, 1996, Table 4.1.
6.16 The BBA recommends that site-specific pull-out tests are carried out to confirm the value of bond coefficient (fb)
used in the final design.
Fill material
6.17 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 and the Specification for Highway Works.
Facings
6.18 Natural or artificial protection must be provided to the geogrids and fill material to protect the geogrid against
damage from ultraviolet light (UV), fire and vandalism, and to protect the fill material from erosion.
6.19 Typical facing details including the geogrid wrapped around the edge of the embankment are shown in Figure 2.
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Figure 2 Typical Facing details
6.20 Other types of facing formed from 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 at maximum tensile strength values for the product range
are given in Table 2.
Tensile strength — long-term
7.2 The long-term creep performance of the geogrids has been determined in accordance with the principles of
PD ISO/TR 20432 : 2007 using conventional creep rupture test data up to 10,000 hours and stepped isothermal
method (SIM) creep rupture test data up to 650,000 hours. The resultant creep rupture diagram is shown in Figure 3.
Figure 3 Creep rupture diagram — Regression line for the expectancy at constant stress defined by % of
characteristic short-term strength at 20ºC
regression line for life expectancy at constant stress defined by % of short-term characteristic strength at 20°C
0.001 0.01 0.1 110 100 1000
90.00
85.00
80.00
75.00
70.00
65.5%
60.00
55.00
50.00
time (years)
60 yrs
65.00
percentage of characteristic short-term tensile strength (Tchar)
7.3 For a 60-year design life and design temperature of 20°C, the long-term tensile strength (TCR) of Miragrid GX Geogrids
is 65% of the characteristic short-term tensile strength (Tchar), giving a long-term creep reduction factor (RFCR) of 1.54.
7.4 For a 120-year design life and design temperature of 20°C, the long-term tensile strength (TCR) of Miragrid GX
Geogrids is 64% of characteristic short-term tensile strength (Tchar) giving a long-term creep reduction factor (RFCR) of 1.56.
Installation damage (RFID)
7.5 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 4. These reduction factors have been established from full-scale installation
damage tests using a range of materials whose gradings can be seen in Figure 4. For fills not covered by Table 4,
appropriate values of RFID may be determined from site-specific trials or the engineer may exercise engineering
judgement to interpolate between the values given.
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Table 4 Reduction factors — installation damage (RFID)
Soil type D50 particle size
(mm)
D90 particle size
(mm)
Grade RFID
Silty sandy clay ≤ 0.04 ≤ 1.4 GX 35/35
GX 110/30
GX 160/30
1.12
—
1.09
Granular material –
crushed limestone
≤ 8.5 ≤ 26 GX 35/35
GX 110/30
GX 160/30
1.18
1.15
1.08
Recycled material
(crushed concrete)
≤ 20 ≤ 63 GX 35/35
GX 110/30
GX 160/30
1.35
1.18
1.11
Recycled material
(mixed crushed concrete and
natural stone)
≤ 20 ≤ 79 GX 35/35
GX 110/30
GX 160/30
1.67
1.24
1.14
Notes:
1 Min compacted depth above geogrid during damage trials was 320 mm.
2 Compaction plant: Weight of roller: 12400 kg (5830 kg/m).
3 Compaction method: end product specification giving relative density >95%.
Figure 4 Particle size distributions of fills used in installation damage testing
particle size (mm)
0.01 0.1 1 10 100
0
10
20
30
40
50
60
70
80
90
100
percentage passing (%)
recycled material
(mixed crushed concrete
and natural stones)
silty sandy clay
granular material
(crushed limestone)
recycled material
(crushed concrete)
8 Effects of environmental conditions
Weathering (including exposure to sunlight)
8.1 A reduction factor (RFW) of 1.25 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 two weeks.
Chemical/environmental effects
8.2 To take into account chemical/environmental effects including hydrolysis, resistance to acids and alkaline liquids
and biological/microbial attack, the appropriate value of RFCH shown in Table 5 should be used.
Table 5 Reduction factor RFCH for a design temperature
of 20ºC
Soil pH range Design life
60 years 120 years
2.0 to 4.0 1.20 1.30
4.1 to 9.0 1.09 1.18
9.1 to 10 1.20 1.30
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9 Factor of safety for the extrapolation of data (fs)
9.1 For Miragrid GX geogrids, the factor of safety for the extrapolation of data (fs) should be taken as:
Table 6 Factors of safety for extrapolation of data
Design life (years) fs
60 1.01
120 1.03
9.2 The above values have been calculated in accordance with PD ISO/TR 20432 : 2007, using the R1 and R2
values given in Table 7.
Table 7 R1 and R2 values for determination of fs
Factor Taking account of: Design life (years)
60 120
R1Extrapolation of creep rupture data 1.01 1.02
R2Extrapolation of chemical data 1.01 1.02
10 Maintenance
As the product is confined within the structure and has suitable durability, maintenance is not required.
11 Durability
When designed and installed in accordance with the requirements of BS 8006-1 : 2010, BS EN 14475 : 2006 and
this Certificate, the geogrids will have a service life of up to 120 years, exceeding the typical design life required for
reinforced soil embankments.
Installation
12 General
12.1 The construction of reinforced soil embankments incorporating the geogrids should be in accordance with the
Certificate holder’s installation instructions, BS EN 14475 : 2006 and the Specification for Highway Works.
12.2 Care should be exercised to ensure that the geogrids are laid with the machine (longitudinal) direction parallel
to the direction of principal stress. The design drawings should indicate the geogrid orientation (see section 4.6).
13 Procedure
13.1 The geogrid is laid by unrolling the grid to the length required and cutting with a suitable device (eg a sharp
knife or scissors). The unrolling of the grid may be carried out manually or mechanically.
13.2 The grids 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 there should be no overlapping of the grids. 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.
13.3 Particular care should be taken to ensure that the grids are adequately covered before compaction or
trafficking. The direction of compaction should be perpendicular to machine direction. Construction traffic will damage
unprotected geogrids.
13.4 Fill materials and the thickness and compaction of the fill should be in accordance with the requirements of the
Manual of Contract Documents for Highway Works (MCHW), Volume 1, and should be in line with those conditions
used to determine the installation damage partial safety factors in the design (see section 7.5).
13.5 The geogrids must be covered with fill within the time specified in the design to prevent degradation caused by
ultraviolet light (see section 8.1).
13.6 Facings are positioned as detailed on the engineer’s design drawing. Formwork is used to assist in maintaining
the shape of the facing.
Technical Investigations
14 Investigations
14.1 The manufacturing process of the Miragrid GX Geogrids for Reinforced Soil Embankments was evaluated,
including the methods adopted for quality control, and details were obtained of the quality and composition of the
materials used.
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14.2 An evaluation was made of data relating to:
• evaluation of long- and short-term tensile properties
• site damage trials and resistance to mechanical damage
• resistance to weathering
• resistance to hydrolysis
• chemical resistance
• resistance to microbiological attack
• soil/geogrid interaction
• installation procedures and typical details.
14.3 Calculations were made to establish the plane sliding area that is solid and the ratio of bearing surface to
plane area.
14.4 The practicability of installation and ease of handling were assessed.
Bibliography
BS 8006-1 : 2010 Code of practice for strengthened/reinforced soils and other fills
BS EN 13251 : 2001 Geotextiles and geotextile-related products — Characteristics required for use in earthworks,
foundations and retaining structures
BS EN 14475 : 2006 Execution of special geotechnical works — Reinforced fill
BS EN ISO 9001 : 2008 Quality management systems — Requirements
BS EN ISO 9864 : 2005 Geosynthetics — Test method for the determination of mass per unit area of geotextiles and
geotextile-related products
BS EN ISO 10319 : 2008 Geosynthetics — Wide–width tensile test
BS EN ISO 10320 : 1999 Geotextiles and geotextile-related products — Identification on site
CIRIA SP123 : 1996 Soil Reinforcement with Geotextiles, Jewell R.A
ISO/TR 20432 : 2007 Guidelines for the determination of the long-term strength of geosynthetics for soil reinforcement
Manual of Contract Documents for Highway Works, Volume 1 Specification for Highway Works
Manual of Contract Documents for Highway Works, Volume 2 Notes for Guidance on the Specification for Highway Works
Page 11 of 11
Conditions of Certification
15 Conditions
15.1 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 or 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.
15.2 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.
15.3 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.
15.4 The BBA has used due skill, care and diligence in preparing this Certificate, but no warranty is provided.
15.5 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.
15.6 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
tel: 01923 665300
Bucknalls Lane
fax: 01923 665301
Watford
clientservices@bba.star.co.uk
Herts WD25 9BA
www.bbacerts.co.uk
©2015
