Simpson Strong-TieWinchester RoadCardinal PointTamworthStaffordshire B78 3HGTel: 01827 255600 Fax: 01827 255616

AgrémentCertificate

No 97/3432

Designated by Governmentto issue

European TechnicalApprovals

CAMPLATE NAILED PLATE TIMBER FASTENERSConnecteurs métalliques pour charpentes en boisNagelplatten als Holzverbindungsmittel

Product Building Regulations

• THIS CERTIFICATE REPLACESCERTIFICATE No 90/2387AND RELATES TO CAMPLATENAILED PLATE TIMBERFASTENERS.• The fasteners are steel platesperforated with rows of holesthrough which the specifiednails are driven, used toconnect the members ofinternally used framed timberstructural components (such astrusses) at any angle within thesame plane.• Timber joints are fabricatedunder site or factory conditions.

1 The Building Regulations 1991 (as amended 1994) (England and Wales)

The Secretary of State has agreed with the British Board of Agrément therequirements of the Building Regulations to which nailed plate timberfasteners can contribute in achieving compliance. In the opinion of the BBA,

Camplate Nailed Plate Timber Fasteners, if used in accordance with the provisionsof this Certificate, will meet or contribute to meeting the relevant requirements.Requirement: A1 Loading

Comment: The nailed plate timber fasteners have sufficient strength andstiffness provided the design loads are in accordance withsection 9 of this Certificate.

Requirement: Regulation 7 Materials and workmanship

Comment: The nailed metal plate timber fasteners are acceptable. Seesections 12 and 14 of this Certificate.

2 The Building Standards (Scotland) Regulations 1990 (as amended)

In the opinion of the BBA, Camplate Nailed Plate Timber Fasteners, ifused in accordance with the provisions of this Certificate, will satisfy orcontrubute to satisfying the various Regulations and Technical

Standards as listed below.Regulation: 10 Fitness of materialsStandard: B2.1 Selection and use of materials and components

Comment: The nailed plate timber fasteners are acceptable. Seesection 12 of this Certificate.

Regulation: 11 StructureStandard: C2.1 Construction

Comment: The nailed plate timber fasteners have sufficient strength andstiffness provided the design loads are in accordance withsection 9 of this Certificate.

3 The Building Regulations (Northern Ireland) 1994 (as amended 1995 and1997)

In the opinion of the BBA, Camplate Nailed Plate Timber Fasteners, ifused in accordance with the provisions of this Certificate, will satisfy orcontrubute to satisfying the various Building Regulations as listed below.

Regulation: B2 Fitness of materials and workmanship

Comment: The nailed plate timber fasteners are acceptable. Seesections 12 and 14 of this Certificate.

Regulation: D1 Loading

Comment: The nailed plate timber fasteners have sufficient strength andstiffness provided the design loads are in accordance withsection 9 of this Certificate.

Regulation: D2 Stability

Comment: Timber structural assemblies formed with the fasteners can bedesigned and fabricated in accordance with BS 5268 :Part 2 : 1996 and BS 5268 : Part 3 : 1985.

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).

CI/SfB

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Technical Specification

4 Description4.1 Camplate Nailed Plate Timber Fasteners aregalvanized mild steel plates perforated with rowsof holes through which the specified nails aredriven. Each nail hole has a concentric dimplepressed into the plate (see Figure 1).

Figure 1 Typical Camplate Nailed Plate TimberFastener

4.2 The fasteners are manufactured from materialGrade Fe P02 GZ275 to BS EN 10142 : 1991.An upper limit on ultimate tensile strength isadditionally imposed to ensure suitability forpressing.

4.3 The dimensions and spacing of the nails areshown in Figure 2. The thickness of the plateincluding zinc coating is nominally 1.00 mm.

Figure 2 Dimensions

5 SizesThe standard sizes of fastener are given in Table 1.

Table 1 Range of fastener sizes

Plate Plate length (mm)width(mm) 152 178 203 229 254 279 305 330 356 381 457508

41 1 1 1 1 1 1 1 1 1 1 1 162 1 1 1 1 1 1 1 1 1 1 1 183 1 1 1 1 1 1 1 1 1 1 1 1

103 1 1 1 1 1 1 1 1 1 1 1 1124 1 1 1 1 1 1 1 1 1 1 1 1144 1 1 1 1 1 1 1 1 1 1 1 1165 1 1 1 1 1 1 1 1 1 1 1 1186 1 1 1 1 1 1 1 1 1 1 1 1206 1 1 1 1 1 1 1 1 1 1 1 1

1 = fastener size covered by this Certificate.

6 IdentificationThe fasteners are stamped with the manufacturer’sidentification mark, and are packed in boxesbearing the BBA identification mark incorporatingthe number of this Certificate.

Design Data

7 General7.1 Camplate Nailed Plate Timber Fasteners havebeen assessed generally in accordance with therequirements of MOAT No 16 : 1979. The fastenersare suitable for use in making joints in timber framedstructures. The company’s prescribed methods ofapplying the fasteners are considered satisfactory.

7.2 The framed structures incorporating the fastenersmust be designed using established engineeringmethods, including prototype testing carried out inaccordance with BS 5268 : Part 2 : 1996 or,where appropriate, BS 5268 : Part 3 : 1985.

8 Timber speciesCamplate fasteners are used in sawn or planed,treated, stress graded timber of minimum specifiedthickness of 35 mm, –0 �1 mm divergencethroughout a member (when measured at 20 %moisture content) of the following species:European whitewoodEuropean redwoodhem-firspruce-pine-firEastern Canadian spruce (princess spruce)Western white spruce.

9 Structural performance5.1 The strength of timber is influenced bythe duration of loading. A similar effectapplies to timber joints, except where the

strength of the fastener is the limiting factor. Inaccordance with the procedures recommended inBS 5268 : Part 2 : 1996 or BS 5268 : Part 3 :

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1985, four categories of load duration should beconsidered; long-, medium-, short- and very short-term load.

9.2 In tension or compression, the strength of ajoint is generally dependent upon the lateralresistance of the nails. However, the limitingtensile, compressive or shear strength of the netsection of the plates must not be exceeded.

Joint assembly9.3 Timber members to be connected may be inline or meet at any required angle in the sameplane; typical joints are illustrated in Figure 3.

Figure 3 Examples of typical joints

9.4 The fasteners must be installed in both faces ofeach abutting member and in such a way that atthe points of nailing the plate is not drawn into thetimber for more than one-quarter of its thickness.There must be no significant gaps between thefastener and the timber.

Lateral resistance9.5 The lateral resistance of a fastener dependsupon:number of effective nails in the jointspecies of timber and its moisture contentduration of loaddirection of bearing of the nail with respect to the

grain of the timber.

9.6 Permissible lateral loads (N) for 30 mm by3.35 mm round-shank ‘T’ nails driven by ahand-held pneumatic nailing gun, with a minimumedge distance of the plate of 20 mm, are given inTable 2 and for hand-hammered 30 mm by3.75 mm square twisted nails with a minimumedge distance of the plate of 20 mm are given inTable 3. These are for long-term loading for thesoftwood species listed.

9.7 The permissible long-term loads are specifiedfor the two nail types, ‘T’ and square-twisted, andvary with the angle of load to grain. They are alsorelated to the minimum values of end distance ofthe nail measured parallel to the grain of thetimber, the edge distance of the nail measuredperpendicular to the grain, and nail spacingmeasured parallel to the grain (see Figure 4).

Figure 4 Long-term loads

Where Ø is the angle between direction of load and direction of grainWhere is the angle between fastener length and direction of grain

direction of load�

°�

Ø = 0°

Ø = 0°

Ø = 0°

Ø° Ø°

Ø°

Ø°

Ø = 90°

Ø = 90°

Ø = 90°

0°

90°

(Ø – )°�

(90 – Ø)°

0°

(90 – )°�

90°

Nail group underconsideration

Angle of loadto grain

Angle of loadto fastener length

�

Ø

�

Ø

� Ø

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Table 2 Camplate joints — permissible lateral loadsfor round-shank ‘T’ nails*

Timber species Angle of Minimum nail Permissibleload to spacing along load pergrain grain nail

(°) (mm) (N)

Long-term loading

European 0 27(1) 225whitewood over 0 up to 90 27 210

Redwood, 0 51(2) 270hem-fir over 0 up to 30 51 210

Western white 0 27(1) 215spruce over 0 up to 90 27 190

Eastern Canadian 0 51(2) 235spruce, over 0 up to 30 51 200spruce-pine-fir

*For fasteners in sawn or planed timber.

(1) minimum end distance of plate 27 mm.

(2) minimum end distance of plate 38 mm.

Table 3 Camplate joints — permissible lateral loadsfor square-twisted nails*

Timber species Angle of Minimum nail Permissibleload to spacing along load pergrain grain nail

(°) (mm) (N)

Long-term loading

European 0 27(1) 340whitewood over 0 up to 90 27 205

Redwood, 0 51(2) 340hem-fir over 0 up to 30 51 230

Western white 0 27(1) 275spruce over 0 up to 90 27 200

Eastern Canadian 0 51(2) 275spruce, over 0 up to 30 51 220spruce-pine-fir

*For fasteners in sawn or planed timber.

(1) minimum end distance of plate 27 mm.

(2) minimum end distance of plate 38 mm.

9.8 The permissible lateral load for medium-, short-and very short-term duration of load should beobtained in accordance with BS 5268 : Part 2 :1996 by modifying the long-term permissible loadsgiven in Tables 2 and 3 by the following factors:

Medium term 1.25(eg dead + snow,dead + temporary imposed)

Short term 1.50(eg dead + imposed + wind1)dead + imposed + snow + wind)

Very short term 1.75(eg dead + imposed + wind2)(1) For wind, short-term category applies to class C (15 s gust)as defined in CP 3 : Chapter V : Part 2, or where largestdiagonal dimension of the loaded area as defined inBS 6399 : Part 2 : 1995 exceeds 50 m.

(2) For wind, very short-term category applies to classes Aand B (3 s or 5 s gust) as defined in CP 3 : Chapter V :Part 2, or where largest diagonal dimension of the loadedarea as defined in BS 6399 : Part 2 : 1995 exceeds 50 m.

Tensile strength9.9 The maximum tensile force acting on thefasteners, for all four categories of load duration,must not exceed 130 Nmm–1 of plate width normalto the direction of force.

Compressive strength9.10 The maximum compressive force acting onthe fasteners, for all four categories of loadduration, must not exceed 38 Nmm–1 of platewidth normal to the direction of force.

9.11 The loads given in section 5.6 were derivedfrom tests and are based on a typical factor ofsafety for general use. Where failure of the fastenerwill result in forces being taken in the end bearing,and the joint will not be subject to stress reversal,the permissible values for compressive force maybe modified by multiplying by 1.5. A suitablyqualified engineer shall be responsible forconsidering the merits of each application anddeciding upon the appropriate permissible value.

Shear strength9.12 The maximum shear force acting on afastener, for all four categories of load duration,must not exceed 55 Nmm–1 of plate length in thedirection of force.

10 Interpretation of test results10.1 The permissible loads for the joints underlong-term loading were derived from the test resultsusing the following general equation (seesection 15). This ensures that the permissible loadsare the estimated minimum joint strengths makingallowance for the variations in maximum load, asshown by the test results and a further factor ofsafety:W = (m –k �) F–1

where:W = permissible loadm = average maximum load from test� = standard deviation of test resultsk = 2.33 F = 3.0 (factor of safety).

10.2 The permissible stresses in compression,tension and shear for the plate net sections wereobtained by applying a reduction factor of 2.5 tothe ultimate stresses obtained from tests.

11 Performance in relation to fireWhen used in a structure subject to fire resistancerequirements, an appropriate assessment or test,relating to that structure, must be carried out by aUKAS accredited laboratory.

12 Corrosion protectionThe fasteners have adequate protectionagainst corrosion subject to the followingconditions:

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(1) The protective zinc coating is undamaged, orminor damage repaired.

(2) The timber may be preserved withcopper/chrome/arsenic, boron compounds ororganic solvent preservatives in accordance withBS 5268 : Part 5 : 1989.

(3) Where copper/chrome/arsenic preservativeis used it is essential to allow sufficient time for thecomplete fixation of the preservative (about sevendays) and to ensure that the timber is subsequentlyre-dried after fixation, before the fasteners areapplied.

(4) When confined to the dry conditions specifiedin this Certificate the use of preservative-treatedtimber does not present a corrosion risk. In wetterconditions, however, the risk of prematurecorrosion of fasteners may be greater than withuntreated timber. The risks of corrosion associatedwith other forms of preservative treatment and withtreatment with inorganic flame retardant salts aredescribed in BRE Digest 301.

(5) The products are used in the areas describedin section 12.

13 Practicability of installationThe fasteners are easy to install using equipmentnormally employed for truss fabrication.

14 Durability14.1 The fasteners have a zinc coating (seesection 4) which will give adequate protectionagainst corrosion in covered and generally

unheated situations (service Class 2 as defined inBS 5268 : Part 2 : 1996). See also section 12.

14.2 The nails should be coated protectively byhot-dip galvanizing, sherardizing or other suitabletreatment against corrosion.

Technical Investigations

The following is a summary of the technicalinvestigations carried out on Camplate NailedPlate Timber Fasteners.

15 TestsAs part of the assessment resulting in the issue ofprevious Certificates:(1) Tests were carried out on 180 full-sizestructural joints, assembled using the commercialequipment normally employed. The results wereassessed to determine the permissible loads andstresses for the fasteners.

(2) Two species of timber, European whitewoodand Western white spruce, were used in the testjoints. Existing data on the relative strength ofspecies were used to derive values for use withother species. The tests examined:

variations in strength within specieseffects of surface finisheffects of direction and type of loadingeffects of fastener orientationtensile and shear properties of fasteners.

(3) Tests were conducted to determine thethickness and quality of galvanizing.

16 Other investigations16.1 As part of the assessment resulting in theissue of the previous Certificate, the followinginvestigations were made:(1) The permissible loads, derived from the testsreferred to above, were compared with theestimated maximum loads to cause a joint slipof 0.8 mm. These latter load values, however,were consistently higher than those based onmaximum load values. In general, the maximuminitial slip in joints in tension, at the permissiblelong-term loads, will not be greater than 0.3 mmand the average initial slip not greater than0.2 mm.

(2) Existing data on the durability of nailedplate timber fasteners were examined.

(3) Existing data relating to cyclic loading onfasteners in dwellings and similar structureswere examined and the effects found to beinsignificant.

(4) An assessment was made on thepracticability of joint assembly.

(5) The manufacturing process was examined,including the methods adopted for qualitycontrol, and details were obtained of the qualityand composition of the materials used.

(6) The test data on which the previousCertificate was based were re-examined andanalysed in accordance with BBA MOAT 16 :1979, and compared with related comparativeresearch data. The analysis established that thedesign data previously derived remain valid.

16.2 As part of the assessment resulting inthe issue of this Certificate, the followinginvestigations were made:(1) A re-examination was made of the dataand investigations on which the previousCertificates were based.

(2) The strength of joints in compression wasinvestigated.

(3) Regular factory inspections have beencarried out to ensure that quality is beingmaintained.

16.3 No failure of the product in use hasbeen reported to the BBA.

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Bibliography

BS 5268 Structural use of timberPart 2 : 1996 Code of practice for permissiblestress design, materials and workmanship Part 3 : 1985 Code of practice for trussed rafterroofsPart 5 : 1989 Code of practice for thepreservative treatment of structural timber

BS 6399 Loading for buildingsPart 2 : 1995 Code of practice for wind loads

BS EN 10142 : 1991 Specification forcontinuously hot-dip zinc coated low carbon steelsheet and strip for cold forming, technical deliveryconditions

CP 3 Code of basic data for the design of buildingsChapter V

Part 2 : 1992 Wind loads

BRE Digest 301 Corrosion of metals by wood

Conditions of Certification

17 Conditions17.1 Where reference is made in this Certificateto any Act of Parliament, Regulation madethereunder, Statutory Instrument, Code of Practice,British Standard, manufacturer’s instruction orsimilar publication, it shall be construed asreference to such publication in the form in which itis in force at the date of this Certificate.

17.2 The quality of materials and the method ofmanufacture have been examined and foundsatisfactory by the BBA and must be maintained to

this standard during the period of validity of thisCertificate. This Certificate will remain valid for anunlimited period provided:(a) the specification of the product is unchanged;and(b) the manufacturer continues to have the productchecked by the BBA.

17.3 This Certificate will apply only to the productthat is installed, used and maintained as set out inthis Certificate.

17.4 In granting this Certificate, the BBA makesno representation as to:(a) the presence or absence of patent or similarrights subsisting in the product; and

(b) the legal right of the Certificate holder tomarket, install or maintain the product; and

(c) the nature of individual installations of theproduct, including methods and workmanship.

17.5 It should be noted that any recommendationsrelating to the safe use of this product which arecontained or referred to in this Certificate are theminimum standards required to be met when theproduct is used. They do not purport in any way torestate the requirements of the Health & Safety atWork etc Act 1974, or of any other statutory orCommon Law duties of care, or of any duty of carewhich exist at the date of this Certificate or in thefuture; nor is conformity with such recommendationsto be taken as satisfying the requirements of the1974 Act or of any present or future statutory orCommon Law duties of care. In granting thisCertificate, the BBA does not accept responsibilityto any person or body for any loss or damage,including personal injury, arising as a direct orindirect result of the use of this product.

In the opinion of the British Board of Agrément, Camplate Nailed Plate Timber Fasteners are fitfor their intended use provided they are installed, used and maintained as set out in thisCertificate. Certificate No 97/3432 is accordingly awarded to Simpson Strong-Tie.

On behalf of the British Board of Agrément

Date of issue: 3rd February 1998 Director

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

©1998 For technical or additionalinformation, tel: 01923 665300.For information about AgrémentCertificate validity and scope, tel:Hotline: 01923 665400

e-mail: bba@btinternet.comhttp://www.bbacerts.co.uk

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