Readers are advised to check the validity of this Certificate by either referring to the Index of Current BBA Publications or contactingthe BBA direct (Telephone Hotline 01923 665400).

1 Requirements1.1 All proposals for adopting the system shallcomply with current DETR, HA design andcertification procedures and relevant Design Datashall be submitted in accordance with therequirements of section 3 of the accompanyingDetail Sheets.

1.2 The design, materials specification andconstruction methods adopted shall be inaccordance with DETR, HA Technical Standard BD70 Strengthened/Reinforced Soils and Other Fills forRetaining Walls and Bridge Abutments (use ofBS 8006 : 1995), Design Manual for Roads andBridges (DMRB 2.1.5) and Manual of ContractDocuments for Highway Works (MCHW), Volume 1Specification for Highway Works (MCHW1),March 1998 Edition.

Freyssinet International & CieDépartement Freyssisol10 rue Paul DautierBP 135, 78140 Velizy CedexFranceTel: 00 33 1 34 63 16 27 Fax: 00 33 1 34 63 16 70

Roads and BridgesAgrément Certificate

No 99/R110

Designated by Governmentto issue

European TechnicalApprovals

FREYSSISOL SOIL REINFORCEMENT SYSTEMSystème de renforcement des solsBodenvarfestigung

Product

Department of the Environment,Transport and the Regions,Highways Agency Requirements—Detail Sheet 1

• THIS CERTIFICATE REPLACES CERTIFICATE No 95/R087AND RELATES TO THE FREYSSISOL SOIL REINFORCEMENTSYSTEM FOR RETAINING WALLS AND BRIDGEABUTMENTS.

• The system is based on the use of Paraweb-2S strapsconsisting of polyethylene coated polyester fibre multicoilsacting as frictional reinforcement together with precastconcrete facing units and a connection detail as specified inthe accompanying Detail Sheets.

• The design and construction of the structure shall be inaccordance with the requirements of the Department of theEnvironment, Transport and the Regions (DETR), HighwaysAgency (HA), viz DETR, HA, and the conditions set out in theDesign Data and Installation parts of this Certificate.

• Marketing, design and monitoring of the construction ofthe system are carried out by Freyssinet International & Cie,10 rue Paul Dautier, BP 135, 78140 Velizy Cedex, France,or Freyssinet Approved Licensees. Formal training is providedwhere construction is not carried out by FreyssinetInternational & Cie

• Paraweb-2S straps used in the system are manufactured byLinear Composites Ltd, Keighley, West Yorkshire.

This Front Sheet must be read in conjunction with the accompanyingDetail Sheets, which provide information specific to the system.

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Bibliography

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

Conditions of Certification

2 Conditions2.1 This Certificate:(a) relates only to the product that is described,installed, used and maintained as set out in thisCertificate;(b) is granted only to the company, firm or personidentified on the front cover — no other company,firm or person may hold or claim any entitlement tothis Certificate;(c) has to be read, considered and used as awhole document — it may be misleading and willbe incomplete to be selective;(d) is copyright of the BBA.

2.2 References in this Certificate to any Act ofParliament, Regulation made thereunder, Directiveor Regulation of the European Union, StatutoryInstrument, Code of Practice, British Standard,manufacturers’ instructions or similar publication,shall be construed as references to such publicationin the form in which it was current at the date ofthis Certificate.

2.3 This Certificate will remain valid for anunlimited period provided that the product and themanufacture and/or fabricating process(es) thereof:(a) are maintained at or above the levels whichhave been assessed and found to be satisfactoryby the BBA;

(b) continue to be checked by the BBA or itsagents;(c) are reviewed by the BBA as and when itconsiders appropriate; and(d) remain in accordance with the requirements ofthe Department of the Environment, Transport andthe Regions, Highways Agency.

2.4 In granting this Certificate, the BBA makes norepresentation as to:(a) the presence or absence of any patent orsimilar rights subsisting in the product or any otherproduct;(b) the right of the Certificate holder to market,supply, install or maintain the product; and(c) the nature of individual installations of theproduct, including methods and workmanship.

2.5 Any recommendations relating to the use orinstallation of this product which are contained orreferred to in this Certificate are the minimumstandards required to be met when the product isused. They do not purport in any way to restate therequirements of the Health & Safety at Work etcAct 1974, or of any other statutory, common lawor other duty which may exist at the date of thisCertificate or in the future; nor is conformity withsuch recommendations to be taken as satisfying therequirements of the 1974 Act or of any present orfuture statutory, common law or other duty of care.In granting this Certificate, the BBA does notaccept responsibility to any person or body for anyloss or damage, including personal injury, arisingas a direct or indirect result of the installation anduse of this product.

In the opinion of the British Board of Agrément, the Freyssisol Soil Reinforcement System is fit forits intended use provided it is installed, used and maintained as set out in this Certificate.Certificate No 99/R110 is accordingly awarded to Freyssinet International & Cie.

On behalf of the British Board of Agrément

Date of issue: 30th March 1999 Director

British Board of AgrémentP O Box No 195, Bucknalls LaneGarston, Watford, Herts WD2 7NGFax: 01923 665301

©1999 For technical or additionalinformation, tel: 01923 665300.For information about AgrémentCertificate validity and scope, tel:Hotline: 01923 665400

e-mail: mail@bba.star.co.ukhttp://www.bbacerts.co.uk

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Readers are advised to check the validity of this Detail Sheet by either referring to the Index of Current BBA Publications or contactingthe BBA direct (Telephone Hotline 01923 665400).

Technical Specification

1 Description1.1 The system comprises(1):• Paraweb-2S straps• attachment loops and toggles• precast concrete facing units• vertical joint fillers• horizontal joint fillers• temporary anchorage bars and clamps• fill(1) All elements to be in accordance with the relevant clauseof the DETR, HA Specification for Highway Works.

1.2 The wall is constructed in layers of fillinterleaved with Paraweb-2S straps (see Figure 1).The straps are wrapped around toggles which passthrough the attachment loops cast into the facingunits.

Paraweb-2S straps1.3 The straps comprise polyester tendonsencased in a polyethylene sheath, and aremanufactured in three grades (see Table 1). Thecomposite is passed through rollers, to give aknurled finish on the sheath, cooled, cut to lengthand coiled.

1.4 The tendon is made from high-tenacitypolyester fibre concentrated into separate bundlesand coated with polyethylene using a vacuum die-coating process.

1.5 Factory production control is undertakenthroughout all stages of manufacture. Checksinclude: incoming materials yarn feeds manufacturing temperaturessheath widths length and weight of coilsmechanical properties of the straps.

Figure 1 Typical diagrammatic sectional view

• THIS DETAIL SHEET RELATES TO THE FREYSSISOL SOILREINFORCEMENT SYSTEM FOR RETAINING WALLS AND BRIDGEABUTMENTS, COMPRISING PRECAST CONCRETE FACING PANELS,PARAWEB-2S STRAPS AND A LOOP AND TOGGLE CONNECTIONDETAIL.

This Detail Sheet must be read in conjunction with the Front Sheets, which givethe product’s position regarding the Department of the Environment, Transportand the Regions, Highway Agency Requirements and the Conditions ofCertification, respectively.

Roads and BridgesCertificate No 99/R110

DETAIL SHEET 2

Freyssinet International & Cie

FREYSSISOL SOIL REINFORCEMENTSYSTEM WITH ANCHORAGE LOOP ANDTOGGLE CONNECTION DETAIL

Product

CI/SfB

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Table 1 Paraweb-2S straps — dimensions

Grade Coil Weight Nominal Nominallength (±0.2) width(a) thickness(b)

(m) (kg) (mm) (mm)

30 100 14.7 85 2.250 100 22.7 90 3.5

100 100 36.5 90 6.0

Attachment loops and toggles1.6 Paraweb-2S straps are connected to theprecast concrete facings (see section 1.7) by anattachment loop and toggle arrangement (seeTable 2 and Figure 2). Both items are obtained tothe Certificate holder’s specifications and areavailable in two sizes and with two coatingspecifications, namely:(1) Hot-dip galvanizing in accordance with therequirements of BD 70 — for use with permissiblefill types defined in Table 6/3 of the MCHW1,relating to galvanized steel reinforcing elements.

(2) Epoxy coated and partially covered withplastisol to a minimum thickness of 2.5 mm and3.0 mm for loops and toggles, respectively. Thisdetail has been assessed to provide equivalentdurability to stainless steel and can therefore beused with permissible soil types defined in Table 6/3

of the MCHW1. A 12 mm by 45 mm cold-reducedsaddle is tack welded to the loop to distribute thestress and to prevent damage to the coating.

Table 2 Attachment loop and toggle details (nominaldimensions shown)

Strap Coating Dimensions (mm) Loops(3) Toggle Horizontal Verticalbolt(4) anchor anchor

A B C1 C2 D bar(6) bar(7)

100 kN G(1) 38 55 — 160 430 12 32 16 8100 kN p(2) 47 55 121 160 430 12 32 16 8

30 or 50 kN G(1) 38 55 — 160 200 12 25 16 630 or 50 kN p(2) 40 55 123 160 200 12 25 16 6

(1) Hot-dip galvanizing in accordance with BD 70 (minimum coating 1000 gm�2)[see section 1.6(1)].(2) 3 mm PVC coating and epoxy coated [see section 2.6(2)].(3) Mild steel to BS 4449 : 1997, grade 250.(4) To BS EN 10025 : 1993, grade S355JR, coated in accordance with (1).(5) To BS EN 10025 : 1993, grade S355JR, coated in accordance with (2).(6) Mild steel, 1600 mm long, to BS 4449 : 1997, grade 250.(7) High yield steel to BS 4449 : 1997, grade 460.Note: Plastic-coated attachment loops incorporate steel saddle 45 mm long by12 mm wide, or 25 mm wide for 30 or 50 kN straps, and 100 kN straps respectively.

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Figure 2 Typical diagrammatic plan view

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Precast concrete facing units (see section 3.5)

1.7 T-shaped interlocking units (see Figures 3and 4) are 2.0 m wide by 1.6 m high by 160 mmthick, reinforced with steel mesh to BS 4483 :1985. Units incorporate attachment loops (seesection 1.6), and two lifting lugs are cast into thetop of each unit for handling. Verticalpolypropylene dowels are fitted into the units’shoulders to aid their location during construction.Special half-size bottom units, tailored edges andtop units are also available. The finish to theconcrete can be varied.

Vertical joint fillers 1.8 A thermally bonded, non-wovenpolypropylene geotextile is used, grade T6,produced by Terram. Alternative geotextiles ofequivalent performance may be used.

Horizontal joint fillers 1.9 At the base of each facing unit, a toothedEPDM bearing pad is placed, having a minimumcross-section of 22 mm by 70mm. The EPDM isgrade 989T produced by Cafac S.A. France. Thenon-woven geotextile should be continued onto theshoulder in front of the dowel connections. SeeFigure 4 (plan).

Fill1.10 Fill material used in the structure must be asdescribed in BD 70 and comply with therequirements of classes 6I, 6J, 7B, 7C and 7D ofthe MCHW1.

2 Delivery to site, handling and storageParaweb-2S straps2.1 The straps are delivered to site in batches ofcoils, each batch carrying a label bearing the

grade, length, nominal breaking load andmanufacturer’s date code. Each strap is impressedon one side at intervals of approximately 200 mm,with a mark denoting the grade.

2.2 To prevent damage, care should be taken intransit and handling. During storage the strapsshould be kept under cover in clean, dry conditionsand should be protected from damage andextreme temperatures.

Other components2.3 Other components should be handled, andstored, generally in accordance with DETR, HArequirements.

Figure 3 T-shaped interlocking units — general view

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Figure 4 Typical precast concrete facing units

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Design Data

3 General3.1 The Freyssisol Soil Reinforcement System withanchorage Loop and Toggle Connection Detail issatisfactory for use in providing reinforced soilstructures. Structural stability is achieved throughfrictional interaction of the soil particles and theParaweb straps.

3.2 Analysis of the results from a full-scale loadingtest on an instrumented wall, carried out in Franceover the period 1992 to 1995 and incorporatingthe Freyssisol system has shown that the Parawebreinforcement behaves in an inextensible manner.Design of the reinforced soil structure may thereforebe carried out by Départment Freyssisol inaccordance with BD70 using the coherent gravitymethod of analysis.

3.3 The BBA has not assessed this system forsupporting parapet loading caused by vehiclecollision at the top of the facing units. Whenapplicable, this aspect of a design would requireseparate consideration and approval by theDETR, HA.

3.4 Where appropriate, the system should beprotected against horizontal impact loads causedby possible vehicle collision with the lower facingunits of the wall.

3.5 The precast concrete facing units must bedesigned to conform to the requirements of DETR,HA Technical Standard BD 24 The Design ofConcrete Highway Bridges and Structures, use ofBS 5400 : Part 4 : 1990 (DMRB 1.3.1) andBD57 Design for Durability (DMRB 1.3.7).

3.6 Prior to the commencement of the work, thedesigner shall satisfy the DETR, HA technicalapproval requirements.3.7 Where appropriate to specific projects, thedesigner should provide the main contractor withdetails of the following:(1) Working drawings(2) Calculations(3) Specification for fill material(4) Acceptable moisture content of fill material attime of placement(5) Method of tensioning Paraweb straps prior tofill placing(6) Sequence of placing fill material(7) Estimated movements of facing units duringfilling and compaction operations(8) Tolerance on the position of finished line of thewall.

4 Practicability of installation4.1 Paraweb-2S straps are installed easily andare able to withstand the forces imposed bycompaction plant, provided:• composition of the fill and the compaction methodsare in accordance with DETR, HA requirements• straps are laid and anchored correctly.

4.2 The connection between the straps is madeeasily using the temporary mild steel ‘S’ clamp (seeFigures 5 and 6).

4.3 To prevent damage, the straps must beprotected from the passage of site traffic betweenapplications of the layers of fill material. Fill shouldbe placed to a minimum depth of 150 mm beforeeach pass of the compaction plant, except whencompacted by the method described insection 8.6.

Figure 5 Steel ‘S’ clamp

Figure 6 Lap detail

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5 Design considerationsGeneral5.1 Reinforced soil structures incorporating thesystem must be designed in accordance with BD70(DMRB 2.1.5). Use of the coherent gravity methodof analysis is acceptable (see section 3.2).

5.2 Particular attention should be paid to changesin direction of walls where overlapping of thestraps may occur.

5.3 Adequate consideration must be given to theprovision of drainage to the wall in accordancewith DETR, HA requirements.

Facings5.4 The straps must be used in connection withfacing units designed to conform to DETR, HArequirements (see section 3.5). Additionalreinforcement must be provided within the unit toprovide suitable anchorage for the attachment loop(see Table 2). Adequate provision must be made inaccordance with BD70 for the forward and othermovements of the facing which will take place bothduring and after construction.

5.5 Facing connection details assessed andapproved by the BBA are given in Table 2.

6 Mechanical propertiesTensile strength — short term6.1 Paraweb-2S straps have the mechanical short-term strengths given in Table 3. Typical short-termstress/strain curves for grades 30, 50 and 100are shown in Figure 7.

Figure 7 Typical load/extension curves

6.2 The actual strain at nominal breaking load isapproximately 11%.

Table 3 Mechanical properties

Grade Nominal Characteristicbreaking load short-term

(kN) tensile strength(1) Pult (kN)

30 30 33.7550 50 56.25100 100 112.50(1) Short-term tests on virgin material in accordance with BS EN ISO 10319 :1996.

Tensile strength — long term6.3 The method used by the BBA to assess thelong-term strength of Paraweb-2S straps is basedon a traditional stress rupture line for the load-carrying polyester as shown in Figure 8. From thisgraph, for the ultimate limit state, the value of thetensile creep rupture strength (TCR) can bedetermined for the appropriate design life anddesign temperature.

Figure 8 Creep rupture performance

6.4 For a 120-year design life and a designtemperature of 20°C, TCR is 60% of Pult.

6.5 An alternative approach to determining thelong-term strength of Paraweb-2S straps is one ofresidual strength (see Figure 8). Such an approachis outside the scope of this Certificate and wouldrequire separate evaluation and justification of thepartial material factor (fm) components.

Creep performance6.6 For the serviceability limit state, the prescribedallowable post-construction strains are:

bridge abutments 0.5% (2 months to 120 years)retaining walls 1.0% (1 month to 120 years).

6.7 From the appropriate isochronous curves, seeFigure 9, a value for TCS, the tensile load in thereinforcement which induces the relevant post-construction strain may be estimated. Isochronous

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curves specifically relating to Paraweb-2Sbehaviour are shown in figure 10.

Figure 9 Definition of TCS

Figure 10 Isochronous creep properties — Paraweb

6.8 By taking into account the actual shape of theload distribution along the length of thereinforcement (derived from field measurements) anestimate has been made of the maximum load, Tj,that when applied to the reinforcement will result inthe relevant prescribed strain limit. The values areshown in Table 4.

Table 4 Maximum tensile load (Tj) inducingprescribed post-construction strain limits

Paraweb Tj (kN)grade Prescribed post-construction strain limit

0.5% 1.0%30 9.6 19.2*50 15.9 31.9*

100 31.9 63.9*

*ULS condition governs in all cases.

Partial material factor (fm)6.9 In order to determine the reinforcement designstrength (TD), values are required for the partialmaterial factor (fm) for both the ultimate (ULS) andserviceability (SLS) limit states. In the opinion of theBBA, the values given below for the variouscomponents of fm are conservative, assuming atraditional stress rupture approach (see Figure 8)when calculating TCR. Conditions of use outside thescope for which partial material factor componentsare defined are not covered by this Certificate.

6.10 In line with BD70, the partial factor (fm) maybe expressed as:fm = fm11 � fm121 � fm122 � fm21 � fm22Consistency of manufacture (fm11)6.11 For the Freyssisol system the following valuesmay be used:fm11 = 1.0 (ULS)fm11 = 1.0 (SLS)Assessment of available test data (fm121)6.12 For the Freyssisol system the following valuesmay be used, based on the assumption of120-year design life:fm121 = 1.0 (ULS)fm121 = 1.0 (SLS)Extrapolation to 120-year design life (fm122)6.13 For the Freyssisol system the following valuesmay be used:fm122 = 1.05 (ULS)fm122 = 1.05 (SLS)Immediate and long-term effects of installationdamage (fm21)6.14 To allow for loss of strength due tomechanical damage sustained during installation,the appropriate value for fm21 may be selectedfrom Table 5. The partial factors given for sitedamage assume that well-graded material is used(coefficient of uniformity >5) with a minimumcompacted depth of 150 mm. For soils notcovered by Table 5, appropriate values of fm21may be determined from site specific trials.

Table 5 Effects of installation damage (fm21) (1)

Paraweb grade fm21 (ULS) fm21 (SLS)

30 1.10 1.0050 1.05 1.00

100 1.05 1.00

(1) Assumes non-angular, well graded material with a maximumparticle size <60mm.

prescribed post-constructionstrain limit

strain

isochrone for endof construction

isochrone forend of designlife

load

TCS

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Environmental degradation (fm22)6.15 To account for environmental conditions theappropriate value for fm22 should be taken fromTable 6.

Table 6 Partial factor — environmental effects (fm22)

Soil pH level fm22 fm22(pH) (ULS) (SLS)

4.0–9.0 1.05 1.00

Hydrolysis6.16 Within most soil environments (pH between4 and 9) and where temperatures are typical ofthose normally found in reinforced soil structures inthe United Kingdom, the strength of the straps is notadversely affected by hydrolysis.

Chemical resistance6.17 The straps and the system have a highresistance to degradation from the types ofchemicals typically found in soils.

Microbial attack6.18 The straps and the system are highly resistantto microbial attack.

Effects of temperature6.19 The long-term creep performance of thestraps is not adversely affected by the range of soiltemperatures typical to the UK.

6.20 Where the straps may be exposed totemperatures higher than 30°C or lower than–20°C for significant periods, consideration shouldbe given to temperature levels, range oftemperature, period of exposure and stress levels atthe location in question.

6.21 Sustained temperatures of greater than 30°Cincrease the rate of hydrolysis of polyester andfurther reduction factors may be required.

Design strength (TD)6.22 For the ultimate limit state

Design strength, TD = TCR

fn.fm (ULS)

where fn = partial factor for ramification of failure.

Design load, Tj, to be calculated using prescribedload factors, recommended by BD 70.

In all cases Tj must be �TD.

6.23 For the serviceability limit state

Design strength, TD = TCS

fm (SLS)

The average design load, Tavj, to be calculated usingprescribed load factors recommended by BD70.

In all cases Tavj must be <TD.

6.24 For the SLS, the average load in thereinforcement, Tavj is related to the maximum loadin the reinforcements, Tj, by a factor k, where

Tavj = Tjk

A value of k may be derived by consideration ofthe actual shape of the load distribution diagramalong the loaded length of reinforcement (see 6.7).

Fill/Paraweb interaction6.25 For frictional fill material with an effectiveangle of shearing resistance (�’) �36°, aconservative value for the coefficient of friction (�)over the full height of a structure may be taken as:

� = 0.9 tan �’ = 0.65

In justifying resistance to horizontal loading fromcrash barriers at the top of the wall, an enhancedvalue of � over the top 6 metres may be assumedas follows:

� = 1.4 tan �’ = 1.02 at depth = 0 metres,

decreasing linearly to � = 0.65 at depth = 6 metres.

6.26 Significantly enhanced values of � can bejustified for use in design by carrying out soil andsite specific pull out-tests. A suitable test procedureis documented in the draft French StandardNFP 94-232-1.

7 DurabilityIn the opinion of the BBA, when used and installedin accordance with this Certificate, the Freyssisolsystem can achieve a design life of 120 years asrequired by DETR, HA for permanent structures.

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Installation

8 Procedure8.1 Installation shall be carried out in accordancewith Freyssinet International & Cie InstallationInstructions and the requirements of the MCHW1.

8.2 Formation levels are prepared by levellingand compacting subgrade in accordance with theMCHW1 and a concrete strip foundation is laid.The first course of facing units is positioned andtemporarily propped. Facing units should be set out1 to 2 cm out of plumb such that compaction of thefill brings the units back to vertical. Fill material isplaced and compacted behind the facing to thelevel of the first layer of Paraweb-2S straps (seeFigure 1).

8.3 The straps are laid, attached to the facingunits (see Figure 2), pulled and held flat and tautusing a horizontal anchor bar and vertical pins asshown in Figure 6, prior to further fill being placed.Further courses of facing units as required are fixedand fill material is placed and compacted tospecified heights. The sequence is repeated up tothe formation level for the parapet base or finishedlevel as appropriate.

8.4 Fill is placed to a depth of not less than150 mm. The fill material should be placed fromthe anchor pin to within 2 m of the facing units,and compacted thoroughly. The remaining 2 m offill should be placed and compacted using lighter

compaction plant. The required compaction should,however, be achieved.

8.5 Continuous monitoring of the horizontal andvertical alignment of the wall face should becarried out to determine the degree of batternecessary to achieve a vertical face aftercompaction. The batter of subsequent units shouldbe adjusted accordingly.

8.6 Particular care should be taken to ensure thestraps are adequately covered before compactionor trafficking. To avoid excessive movement of thefacing units, heavy compaction plant must not beused within 2 m of the face where the depth of fillbefore each pass may be less than 150 mm to suitthe compaction plant used.

8.7 Joints in the strap are made adjacent to thesteel pin bar and horizontal steel anchor bars or asshown in Figure 2. Lengths of strap are overlappedby a distance of 2.0 m and clamped together asshown in Figure 6. Joints are made adjacent to theanchor bar. The timber clamp is a construction aidand is redundant once the fill has been placed andcompacted.

8.8 The ends of the strap are treated with abitumastic-based sealant to reduce ingress ofmoisture.

8.9 The construction of the first sections of anyinstallation is always monitored by a specialistsupervisor approved by FreyssinetInternational & Cie.

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Technical Investigations

The following is a summary of the technicalinvestigations carried out on the Freyssisol SoilReinforcement System as part of this and previousBBA assessments.

9 Investigations9.1 The manufacturing process for the productcomponents was examined, including the methodsadopted for quality control, and details wereobtained of the quality and composition of thematerials used.

9.2 An examination was made of data relating to:coefficient of friction between Paraweb-2S straps

and the fillevaluation of long- and short-term tensile propertiesresistance to mechanical damageload/strain characteristicsabrasion resistanceresistance to ultraviolet lighteffects of temperaturefacing unit connection detailsassessment of partial material factorsassessment of soil/Paraweb interactionresults of a full-scale wall trial performed in Saint-

Rémy les Chevreuse, France.

Additional Information

The management systems of Linear Composites Ltdhave been assessed and registered as meeting therequirements of BS EN ISO 9002 : 1994 byLloyds Register Quality Assurance, CertificateNo 902157.

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Bibliography

BS 4449 : 1997 Specification for carbon steelbars for the reinforcement of concreteBS 4483 : 1985 Specification for steel fabric forthe reinforcement of concreteBS 5400 Steel, concrete and composite bridges

Part 4 : 1990 Code of practice for design ofconcrete bridges

BS EN 10025 : 1993 Hot rolled products for non-alloy structural steels. Technical delivery conditionsBS EN ISO 9002 : 1994 Quality systems. Modelfor quality assurance in production, installation andservicingBS EN ISO 10319 : 1996 Geotextiles. Wide-width tensile test

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On behalf of the British Board of Agrément

Date of issue: 30th March 1999 Director

Electronic Copy

British Board of AgrémentP O Box No 195, Bucknalls LaneGarston, Watford, Herts WD2 7NGFax: 01923 665301

©1999 For technical or additionalinformation, tel: 01923 665300.For information about AgrémentCertificate validity and scope, tel:Hotline: 01923 665400

e-mail: mail@bba.star.co.ukhttp://www.bbacerts.co.uk

Electronic Copy