European Technical Approval ETA-07/0285

Transcription

1 ETA-Danmark A/S Kollegievej 6 DK-2920 Charlottenlund Tel Fax Internet Authorised and notified according to Article 10 of the Council Directive 89/106/EEC of 21 December 1988 on the approximation of laws, regulations and administrative provisions of Member States relating to construction products MEMBER OF EOTA European Technical Approval ETA-07/0285 Trade name: This ETA replaces the previous ETA 07/0285 and ETA 07/0314 Hold Downs Post Bbases Holder of approval: Generic type and use of construction product: Valid from: to: SIMPSON STRONG-TIE A/S Hedegaardsvej 4 11, Boulstrup DK-8300 Odder Tel Fax Internet Three-dimensional nailing plate (timber to timber and timber to concrete/steel hold downs) Manufacturing plant: Simpson Strong-Tie A/S Hedegaards vej 4-11, Boulstrup 8300 Odder Denmark Simpson Strong-Tie 5151 S. Airport Way Stockton CA USA Simpson Strong-Tie 2600 Internation al Street Columbus, OH USA Simpson Strong-Tie ZAC des Quatre Chemins Sainte Gemme La Plaine France Simpson Strong-Tie Winchester Road Cardinal Point Tamworth Staffordshire B78 3HG United Kingdom This European Technical Approval contains: 118 pages including 4 annexes which form an integral part of the document

2 Page 2 of 118 of European Technical Approval no. ETA-07/0285 INDEX I LEGAL BASIS AND GENERAL CONDITIONS... 4 II SPECIAL CONDITIONS OF THE EUROPEAN TECHNICAL APPROVAL DEFINITION OF PRODUCT AND INTENDED USE CHARACTERISTICS OF PRODUCT AND ASSESSMENT ATTESTATION OF CONFORMITY AND CE MARKING Attestation of Conformity system Responsibilities CE marking ASSUMPTIONS UNDER WHICH THE FITNESS OF THE PRODUCT FOR THE INTENDED USE WAS FAVOURABLY ASSESSED Manufacturing Installation Maintenance and repair ANNEX A: REVISION HISTORY TABLE WITH THE PRODUCT NAMES AND ALTERNATIVE NAMES / HOLD DOWNS TABLE WITH THE PRODUCT NAMES AND ALTERNATIVE NAMES / POST BASES ANNEX B TYPICAL INSTALLATION B1 TYPICAL INSTALLATION POST BASES B2 TYPICAL INSTALLATION HOLD DOWN ANNEX C CHARACTERISTIC LOAD-CARRYING CAPACITY C1 DESIGN BASIS - GENERAL C2 DEFINITION OF FORCE DIRECTIONS C2a Force directions for post bases C3 FASTENERS ANNEX D PRODUCT DEFINITION AND CAPACITIES POST BASES D1: PPD D2: PI D3: PP / PPL D4: PL D5: PIL D6: PIS / PISB / PISMAXI / PISBMAXI D7: PLS AND PLB D8: PVD, PVDB, PVI, PVIB D9: PPB AND PPS D10: PPA / PBL D11: PJPS / PJPB / PJIS / PJIB D12: PUA D13: FPB D14: PLPP D15: PPR D16: PPRIX D17: PPRB D18: APB100/ D19: PPRC D20: PBLR D21: PPUP... 62

3 Page 3 of 118 of European Technical Approval no. ETA-07/0285 D22: PPS AND PPSDT D23: PPSP D24: PPSR D25: PPMINI D26: APB7090/ D27: PBP60/ D28: PBS D29: ABE D30: CPB AND CPS D31: PGS D32: CMR AND CMS HOLD DOWNS D60: HTT AND LTT D61: HD5A D62: HD3B D63: AKR D64: AH D65: HD TENSION TIE D66: HD2P BASED ON COMPONENTS D67: BETA D68: HE ANCHOR D69: PROFA

4 Page 4 of 118 of European Technical Approval no. ETA-07/0285 I LEGAL BASIS AND GENERAL CONDITIONS 1. This European Technical Approval is issued by ETA-Danmark A/S in accordance with: Council Directive 89/106/EEC of 21 December 1988 on the approximation of laws, regulations and administrative provisions of Member States relating to construction products 1), as amended by Council Directive 93/68/EEC of 22 July ). Bekendtgørelse 559 af (afløser bekendtgørelse 480 af ) om ikrafttræden af EF direktiv af 21. december 1988 om indbyrdes tilnærmelse af medlemsstaternes love og administrative bestemmelser om byggevarer. 5. Reproduction of this European Technical Approval including transmission by electronic means shall be in full. However, partial reproduction can be made with the written consent of ETA-Danmark A/S. In this case partial reproduction has to be designated as such. Texts and drawings of advertising brochures shall not contradict or misuse the European Technical Approval. 6. This European Technical Approval is issued by ETA-Danmark A/S in English. This version corresponds fully to the version circulated within EOTA. Translations into other languages have to be designated as such. Common Procedural Rules for Requesting, Preparing and the Granting of European Technical Approvals set out in the Annex to Commission Decision 94/23/EC 3). EOTA Guideline ETAG 015 Threedimensional nailing plates, September 2002 edition. 2. ETA-Danmark A/S is authorized to check whether the provisions of this European Technical Approval are met. Checking may take place in the manufacturing plant. Nevertheless, the responsibility for the conformity of the products to the European Technical Approval and for their fitness for the intended use remains with the holder of the European Technical Approval. 3. This European Technical Approval is not to be transferred to manufacturers or agents of manufacturers other than those indicated on page 1, or manufacturing plants other than those indicated on page 1 of this European Technical Approval. 4. This European Technical Approval may be withdrawn by ETA-Danmark A/S pursuant to Article 5(1) of Council Directive89/106/EEC. 1) Official Journal of the European Communities N o L40, 11 Feb 1989, p 12. 2) Official Journal of the European Communities N o L220, 30 Aug 1993, p 1. 3) Official Journal of the European Communities N o L 17, 20 Jan 1994, p 34.

5 Page 5 of 118 of European Technical Approval no. ETA-07/0285 II SPECIAL CONDITIONS OF THE EUROPEAN TECHNICAL APPROVAL 1 Definition of product and intended use Definition of the product The hold downs are one or more pieces, non-welded hold downs. They are intended for timber to timber, timber to concrete or timber to steel connections fastened by a range of nails, screws or bolts. Post base ABE, PBS and U-shoe are manufactured by pressing of galvanized steel plates. PBP60/50 is manufactured by pressing of raw steel. All other post bases are welded steel connectors. The upper part e.g. a plate, a U-shaped plate or a vertical plate for embedment into the timber is fastened to the timber member with nails, screws, bolts or dowels. The lower part of the post base is either a bar, a threaded rod, a tube or a plate for embedment into the support of concrete or a steel plate to be fastened by anchor bolts to the concrete support. Steel quality, dimensions of the post bases, hole positions and corrosion protection are shown in Annex A. The post bases and hold downs can also be produced from stainless steel type or type according to EN or a stainless steel with a minimum characteristic yield stress of 235 N/mm² or a minimum ultimate tensile strength of 330 N/mm². Dimensions, hole positions, steel type and typical installations are shown in Annex B. Intended use The intended use of the post bases and the hold downs is to support timber structures or wood-based structural members to their support, where requirements for mechanical resistance and stability and safety in use in the sense of the Essential Requirements 1 and 4 of Council Directive 89/106/EEC shall be fulfilled. Each connection shall be made with one post base. The static and kinematic behaviour of the timber members or the supports shall be as described in Annex D. The wood members can be of solid timber, glued laminated timber and similar glued members, or woodbased structural members with a characteristic density from 290 kg/m 3 to 420 kg/m 3. This requirement to the material of the wood members can be fulfilled by using the following materials: Solid timber classified to C14-C40 according to EN 338 / EN Glued members of timber classified to C14-C40 according to EN 338 / EN when structural adhesives are used. Glued laminated timber classified to GL24c or better according to EN 1194 / EN Solid Wood Panels, SWP according to EN Laminated Veneer Lumber LVL according to EN Plywood according to EN 636 Oriented Strand Board, OSB according to EN 300 Annex C states formulas for the characteristic loadcarrying capacity of the post bases and the hold down connections, which depend on the characteristic density of the timber employed. For some of the connectors Annex B states the loadcarrying capacities of the post bases and the hold down connections for a characteristic density of 350 kg/m 3. For timber or wood based material with a lower characteristic density than 350 kg/m 3 the load-carrying capacities shall be reduced by the k dens factor: ρ k k dens = 350 Where ρ k is the characteristic density of the timber in kg/m 3. For timber or wood based material with a higher characteristic density than 350 kg/m 3 the load-carrying capacities shall be taken as that for 350 kg/m 3 unless detailed analyses are conducted. The design of the connections shall be in accordance with Eurocode 5 or a similar national Timber Code. The wood members shall have a thickness which is larger than the penetration depth of the nails into the members. The hold downs are primarily for use in timber structures subject to the dry, internal conditions defined by service class 1 and 2 of Eurocode 5 and for connections subject to static or quasi-static loading. The hold downs can also be used in outdoor timber structures, service class 3, when a corrosion protection in accordance with Eurocode 5 is applied, or when stainless steel with similar or better characteristic yield or ultimate strength is employed. The post bases with a zinc coating Z275 according to EN 10326:2004 or G90 according to ASTM A-653 are intended for use in service class 1 and 2 according to EN

6 Page 6 of 118 of European Technical Approval no. ETA-07/ (Eurocode 5). Post bases which are hot dipped galvanized according to EN ISO 1461:1999 with a zinc coating thickness of approximately 55 µm or made from stainless steel according to EN 10088:2005 or sherardized according to EN 13811:2003 or electroplated zinc according to EN 1403 and 12329:2000 allowing a use in external conditions are intended for use in service class 1,2 and 3 according to EN 1995 (Eurocode 5). The hold downs may also be used for connections between a timber member and a support made from concrete blocks or similar. Assumed working life The assumed intended working life of the post bases and the hold downs for the intended use is 50 years, provided that they are subject to appropriate use and maintenance. The information on the working life should not be regarded as a guarantee provided by the manufacturer or ETA- Danmark A/S. An assumed intended working life means that it is expected that, when this working life has elapsed, the real working life may be, in normal use conditions, considerably longer without major degradation affecting the essential requirements.

7 Page 7 of 118 of European Technical Approval no. ETA-07/ Characteristics of product and assessment ETAG para. Characteristic 2.1 Mechanical resistance and stability*) Assessment of characteristic Characteristic load-carrying capacity See Annex B Stiffness No performance determined Ductility in cyclic testing No performance determined 2.2 Safety in case of fire Reaction to fire The hold downs are made from steel classified as Euroclass A1 in accordance with EN and EC decision 96/603/EC, amended by EC Decision 2000/605/EC 2.3 Hygiene, health and the environment Influence on air quality No dangerous materials **) 2.4 Safety in use Not relevant 2.5 Protection against noise Not relevant 2.6 Energy economy and heat retention Not relevant 2.7 Related aspects of serviceability Durability Serviceability The hold downs have been assessed as having satisfactory durability and serviceability when used in timber structures using the timber species described in Eurocode 5 and subject to the conditions defined by service class 1, 2 and Identification See Annex A *) See page 8 of this ETA **) In accordance with In addition to the specific clauses relating to dangerous substances contained in this European Technical Approval, there may be other requirements applicable to the products falling within its scope (e.g. transposed European legislation and national laws, regulations and administrative provisions). In order to meet the provisions of the EU Construction Products Directive, these requirements need also to be complied with, when and where they apply.

8 Page 8 of 118 of European Technical Approval no. ETA-07/0285 Safety principles and partial factors The characteristic load-carrying capacities have been calculated considering different ratios between the partial factors for timber connections and steel cross sections. According to clause of EN 1990 (Eurocode Basis of structural design) the characteristic resistance for structural members that comprise more than one material acting in association should be calculated as 1 γ m.1 R d R η 1X k,1; ηi X k, i( i 1) ; a γ M, 1 γ m, i = > d where γ M, 1 is the global partial factor for material 1 (in this case wood), γ m, 1 is the partial factor on the material and γ m,i are material partial factors for the other materials, i.e. the calculations are made with material parameters modified by multiplication by k modi = γ m, 1 γ m, i The characteristic load-carrying capacities have been calculated considering a ratio between the partial factor for timber connections and steel / concrete cross sections k = 1,18 for steel yield strength modi 1,30 ( EC 5 : k modi, y = = 1, 18 ) 1,10 k = 1,0 for steel ultimate strength modi 1,30 ( EC 5 : k modi, u = 1, 0 ) 1,25 k = 0,87 for anchor bolt in concrete modi 1,30 ( EC 5 : k modi, c = = 0, 87 ) 1,50 For k modi > 1,18 / 1,0 / 0,87 the load-carrying capacities stated in Annex B are valid (on the safe side). For k modi <1,18 / 1,0 / 0,87 the load-carrying capacities stated in Annex B have to be multiplied by a factor k k safe = 1,18 k or 1,0 k or 0,87 modi, y mod i, u mod i, c Mechanical resistance and stability See annex D for characteristic load-carrying capacity in the different force directions F 1 to F 5. The characteristic capacities of the post bases and the hold downs are determined by calculation assisted by testing as described in the EOTA Guideline 015 clause They should be used for designs in accordance with Eurocode 5 or a similar national Timber Code. No performance has been determined in relation to ductility of a joint under cyclic testing. The contribution to the performance of structures in seismic zones, therefore, has not been assessed. No performance has been determined in relation to the joint s stiffness properties - to be used for the analysis of the serviceability limit state. Fastener Connector nails and screws in accordance with ETA- 04/0013 The load-carrying capacities of the post bases and the hold downs have been determined based on the use of connector nails 4,0x35, 4,0x40, 4,0x50 or 4,0x60 in accordance with ETA-04/0013. It is allowed to use connector screws 5,0x35, 5,0x40 or 5,0x50 or connector nails 4,2x35, 4,2x50 or 4,2x60 in accordance with ETA-04/0013 with the same or better performance as the 4,0 mm connector nails and still achieve the same load-carrying capacity of the connection. The capacity of a post base connection and a hold down connection with 4,0x50 connector nails in accordance with ETA-04/0013 can be calculated by linear interpolation between the capacities for 4,0x40 and 4,0x60 connector nails. Threaded nails in accordance with pren The design model also allows the use of threaded nails in accordance with pren with a diameter in the range 4,0 4,2 mm and a minimum length of 35 mm, assuming a thick steel plat when calculating the lateral nail loadcarrying capacity. If no calculations are made a reduction factor equal to the ratio between the characteristic withdrawal capacity of the actual used threaded nail and the characteristic withdrawal capacity of the corresponding connector nail according to table B1 in ETA-04/0013 is applicable for all load-carrying capacities of the connection. Other fasteners Further, for most hold downs, anchor bolts are assumed as fasteners to a reinforced concrete structure. For such hold downs it is stated at the tables with load-carrying capacities (Annex B) which characteristic capacities have been assumed for the bolt connection. Bolts to a steel structure with at least the same capacities can also be used.

9 Page 9 of 118 of European Technical Approval no. ETA-07/0285 Stainless steel For the post bases and the hold downs produced from stainless steel type or type according to EN :2005 or a stainless steel with a minimum characteristic 0.2% yield stress of 240 N/mm², a minimum 1.0% yield stress of 270 N/mm² and a minimum ultimate tensile strength of 530 N/mm² the characteristic load carrying capacities can be considered as the same as those published in this document subject to the use of stainless CNA connector nails or CSA connector screws covered by the ETA-04/0013 or stainless threaded nails or screws in accordance to the standard EN respecting the rules given in the paragraph "fasteners" above. Related aspects of serviceability Corrosion protection in service class 1 and 2 In accordance with ETAG 015 the hold downs shall have a zinc coating weight of min. Z275. The steel employed is S250 GD with min. Z275 according to EN and G90 SS Grade 33 according to ASTM A-653. Corrosion protection in service class 3 In accordance with Eurocode 5 the hold downs with a thickness of up to 3 mm shall be made from stainless steel. Hold downs with a thickness from 3 to 5 mm can be made from stainless steel or have a zinc coating of min. Fe/Zn 25c/Z350 according to ISO 2081/EN The nails or screws shall be produced from stainless steel or have a zinc coating of min. Fe/Zn 25c. This requirement is fulfilled by post bases with a corrosion protection hot-dip galvanized of approximately 55 µm according to EN ISO 1461:1999 or stainless steel according to EN10088:2005 or electroplated zinc coating according to EN12329:2000 allowing a use of the product in external conditions or sherardizing according to EN 13811:2003.

10 Page 10 of 118 of European Technical Approval no. ETA-07/ Attestation of Conformity and CE marking 3.1 Attestation of Conformity system The system of attestation of conformity is 2+ described in Council Directive 89/106/EEC (Construction Products Directive) Annex III. a) Tasks for the manufacturer: (1) Factory production control, (2) Initial type testing of the product, b) Tasks for the notified body: (1) Initial inspection of the factory and the factory production control, (2) Continuous surveillance 3.2 Responsibilities Tasks of the manufacturer Factory production control The manufacturer has a factory production control system in the plant and exercises permanent internal control of production. All the elements, requirements and provisions adopted by the manufacturer are documented in a systematic manner in the form of written policies and procedures. This production control system ensures that the product is in conformity with the European Technical Approval. The manufacturer shall only use raw materials supplied with the relevant inspection documents as laid down in the control plan 1. The incoming raw materials shall be subject to controls and tests by the manufacturer before acceptance. Check of materials, such as sheet metal, shall include control of the inspection documents presented by suppliers (comparison with nominal values) by verifying dimension and determining material properties, e.g. chemical composition, mechanical properties and zinc coating thickness. The manufactured components are checked visually and for dimensions. The control plan, which is part of the technical documentation of this European Technical Approval, includes details of the extent, nature and frequency of testing and controls to be performed within the factory 4 The control plan has been deposited at the ETA-Danmark A/S and is only made available to the approved bodies involved in the conformity attestation procedure. production control and has been agreed between the approval holder and ETA-Danmark A/S. The results of factory production control are recorded and evaluated. The records include at least the following information: Designation of the product, basic material and components; Type of control or testing; Date of manufacture of the product and date of testing of the product or basic material and components; Result of control and testing and, if appropriate, comparison with requirements; Signature of person responsible for factory production control. The records shall be presented to ETA-Danmark A/S on request Initial type testing of the product For initial type testing the results of the tests performed as part of the assessment for the European Technical Approval shall be used unless there are changes in the production line or plant. In such cases the necessary initial type testing has to be agreed between ETA-Danmark A/S and the notified body Tasks of notified bodies Initial inspection of the factory and the factory production control The approved body should ascertain that, in accordance with the control plan, the factory, in particular the staff and equipment, and the factory production control, are suitable to ensure a continuous and orderly manufacturing of the angle brackets with the specifications given in part Continuous surveillance The approved body shall visit the factory at least twice a year for routine inspections. It shall be verified that the system of factory production control and the specified manufacturing processes are maintained, taking account of the control plan. The results of product certification and continuous surveillance shall be made available on demand by the certification body to ETA-Danmark A/S. Where the provisions of the European Technical Approval and the control plan are no longer fulfilled, the certificate of conformity shall be withdrawn by the approved body.

11 Page 11 of 118 of European Technical Approval no. ETA-07/ CE marking The CE marking shall be affixed on each packaging of connectors. The initials "CE" shall be accompanied by the following information: - The identification number of the notified body. - Name or identifying mark of the manufacturer. - The last two digits of the year in which the marking was affixed. - Number of the European Technical Approval. - Name and size of product. - Number of the EC certificate of conformity. - Number of the ETA guideline (ETAG no. 15).

12 Page 12 of 118 of European Technical Approval no. ETA-07/ Assumptions under which the fitness of the product for the intended use was favourably assessed 4.1 Manufacturing The post bases and the hold downs are manufactured in accordance with the provisions of the European Technical Approval using the automated manufacturing process as identified during the inspection of the plant by ETA- Danmark A/S and the approved body and laid down in the technical documentation. 4.2 Installation The execution of the connection shall be in accordance with the manufacturers installation guide. Hold downs A hold down connection is deemed fit for its intended use provided: The forces shall act on the timber members as described in Annex C. The timber member shall be free from wane under the nails in the vertical flap. The support shall be restrained against rotation. Nail or screw types and sizes shall be those mentioned in the tables of Annex D. The nails or screws shall be inserted without predrilling of the holes. There shall be nails or screws in the holes as prescribed in Annex D. There shall be no gap between the hold down connector and the timber member or the support, unless otherwise described The bolts shall have a diameter not less than the hole diameter minus 2 mm. The bolts shall have washers as specified in Annex C base. The secondary structural member the concrete support - to which the post bases are fixed shall be: Made from concrete of at least strength class C15, unless otherwise is indicated in annex B of this ETA. To ensure sufficient capacity the designer has to take into account splitting of the timber. The timber member shall be free from wane. There shall be no gap between the timber and the horizontal contact area. Otherwise the gap between the timber member and the post base may not exceed 3 mm. There are no specific requirements relating to preparation of the timber members. 4.3 Maintenance and repair Maintenance is not required during the assumed intended working life. Should repair prove necessary, it is normal to replace the post base / the hold down. Thomas Bruun Manager, ETA-Danmark Post bases The stated type of fasteners for each post base has to be applied in applicable holes in the post base. The installation instructions to be followed are: The primary structural member the post member shown in typical installation page 16 or a beam member - to which the post bases are fixed shall be: Restrained against rotation Capable to transfer the force to the post bases as assumed. Free from wane in areas in contact with the post

13 Page 13 of 118 of European Technical Approval no. ETA-07/0285 Annex A: Revision History Modifications and additions to the previous ETA-07/0314 valid from to and the ETA 07/0285 valid from to Pages Update All Merging of both named ETAs, all pages created new AKR new values / nail pattern ; thickness 3,0mm added Added HD3B PPUP70/ PPUP90: modify some sizes and the size of tube PPR, PPRB, APB : delete wood screwsø12mm and anchor bolts PPD: modify the values F R2 PL: modify the values HD: modify the hole diameter for the bolts (Ø of bolt + 2mm) HD: added new sizes HD, BETA : modify the values to (R 1,k = A gross x 233N/mm²) Added possibility for installation of some Hold Downs on a timber floor Modifications and additions to the previous ETA-07/0314 valid from to Pages Update 1-5 Renamed the index Added the new components of HD2P Added the characteristic capacities for the new components of HD2P Table with the product names and alternative names / Hold downs Alternative names are given by the products in annex D The annexed "x" in the name of products is for the different size of products, the range is given in the Annex A. It may be possible to added at the end of name following letter and/or combinations. G = galvanized -B = without Barcode S or R = Stainless or Rostfrei / rostfri HS = high anticorrosive steel L = left R = right

14 Page 14 of 118 of European Technical Approval no. ETA-07/0285 Table with the product names and alternative names / post bases Product Name alternative names UK France Denmark Germany old name PPD D PI PPI/26000 I PP P PPL PL PL L PIL IL PIS IS PISB ISB PISMAXI IS MAXI PISBMAXI ISBMAX ISB MAXI PLS LS PLB LB PVD PB31950 PB31948 Vario D PVDB PB31951 PB31949 Vario DB PVI Vario I PVIB Vario IB PPB PB PPS PS PJPS JPS PJPB JPB PJIS JIS PJIB JIB PUA U-Shoe PPA FPB PLPP180 PPR PPRIX PPRB APB100/150 PPRC PBLR PPUP PPS PPSDT PPSP PPSR320 PPMINI APB7090 PBP PBS ABE CPB CPS

15 Page 15 of 118 of European Technical Approval no. ETA-07/0285 Product Name PGS PBL CMR CMS alternative names UK France Denmark Germany old name It may be possible to add the following letter and/or combinations at the end of the name. G = galvanized -B = without Barcode S or R = Stainless or Rostfrei / rostfri HS = high anticorrosive steel

16 Page 16 of 118 of European Technical Approval no. ETA-07/0285 B1 Typical installation post bases Annex B Typical Installation

17 B2 Typical installation hold down Page 17 of 118 of European Technical Approval no. ETA-07/0285

18 Page 18 of 118 of European Technical Approval no. ETA-07/0285 C1 Design Basis - general Annex C Characteristic load-carrying capacity The design values F d are calculated from the modified characteristic capacities F R,k for service class 1 and 2 and the indicated load-duration classes as: F d F = γ R, k M with the material partial coefficient γ M for wood. Modified characteristic capacity means, that the characteristic load-carrying capacities have been modified by the factor k mod as given in Table 1. The design values F d are calculated form characteristic capacities F R,k as: k mod Rk Rd = γ M with the material partial coefficient γ M for wood and the load-duration factor k mod is given in table 1 or 2, correspondent the service class Table 1 Factor k mod for service class 1 and 2 Load duration class and k mod factors for service class 1 and 2 P L M S I Permanent Long term Medium term Short term Instantaneous 0,6 0,7 0,8 0,9 1,1 Table 2 Factor k mod for service class 3 Load duration class and k mod factors for service class 3 P L M S I Permanent Long term Medium term Short term Instantaneous 0,5 0,55 0,65 0,7 0.9 For Service class 3 the characteristic capacities may be calculated from values given in tables by interpolation analog to the k mod factors, or using the formulas with the relevant k mod. Density The load-carrying capacities of the post base and the hold downs connections are stated for a timber strength class C24 with a characteristic density of 350 kg/m3 unless otherwise indicated. The load-carrying capacity of the connections for a lower characteristic density should be determined under the assumption that the load-carrying capacity is proportional to the density. In consequence, the value should be reduced using the factor k dens as defined below: ρ k k dens = 350 where ρ k is the characteristic density of the timber in kg/m 3 and 350 is the characteristic density for timber class C24 in kg/m³. The load-carrying capacity for a larger characteristic density shall be taken as equal to the one published in this document unless a special investigation is made Concrete

19 Page 19 of 118 of European Technical Approval no. ETA-07/0285 The load-carrying capacities of the post base connections are stated for a concrete class C15 unless otherwise indicated. Installation with bonded anchorage The post bases of types: PJIS, PLS, PJPS, PPS may be installed in reinforced or unreinforced normal weight concrete of strength class C20/25 at minimum as a post-installed-anchorage with injection system Simpson Strong -Tie SET-XP Epoxy Adhesive Injection System (acc. ETA-11/0360) or Simpson Strong-Tie AT-HP (acc. ETA-11/0150 or ETA- 11/0151). The design of the anchorage installation shall be performed in accordance with the latest versions of the equivalent European technical approval (ETA). The post bases of types: PI, PP, PPD may be installed in reinforced or unreinforced normal weight concrete of strength class C20/25 at minimum as a post-installed-anchorage with injection system Simpson Strong -Tie SET-XP Epoxy Adhesive Injection System. The design of the anchorage installation shall be performed in accordance with the latest version of the European technical approval ETA-11/0360. Injection Mortar System Threaded rod Drill hole diameter d 0 Reinforcement bar M16 M20 Ø16 Ø20 SET-XP 18 mm 24 mm 20 mm 25 mm AT-HP 18 mm 22 mm -/- -/- threaded rod or reinforcement bar h 0 d0 Wane Where force is carried by contact compression no wane may occur. Where the lateral force is acting toward a Hold Down connector the force is carried by contact compression so for this case no wane may occur in the surface of the timber under the vertical flap. Additionally, no wane may occur under the nails. Fastening Unless otherwise indicated in the calculations the holes in the post bases have to be fully applied with the applicable fasteners. The fastener types for which the calculations have been made are stated at each post base. The nail pattern shall be as described in Annex D. The fastener types for which the calculations have been made are stated at the relevant post bases and hold downs. The thickness of the beam shall be a minimum of the embedment depth of the nails or screws. Assumed characteristic capacities of anchor bolts The capacity of the anchor bolts are to be checked. up The calculations to use corresponding to the forces are outlined below: For a lateral load: the axial force for the bolt: F axial,bolt = H 1 x e / f F lateral,bolt = H 1 / n H 1 e For an uplift load: F axial,bolt = F up / n With n = number of bolts. f The above method should be used to check anchor bolt capacities unless otherwise stated alongside the product details.

20 Page 20 of 118 of European Technical Approval no. ETA-07/0285 C2 Definition of force directions C2a Force directions for post bases g g g Figure C2a.Typical connection with notation for loads. The actual force directions are indicated at each post base The capacities in the tables are stated in kn and knm. Gap The gap (g) is the distance from the top side of the concrete to the top side of the top plate. The gap is stated for each post base in the following. Acting forces Unless otherwise indicated in the tables with load-carrying capacities, the forces are assumed to act as described below: F 1 Load-carrying capacity for downward load acting along the central axis of the joint F 2 Load-carrying capacity for upward load acting along the central axis of the joint H 1 Load-carrying capacity for lateral load acting in the centre of the post in line with the lower row of holes H 2 Load-carrying capacity for axial load acting in the centre of the compression zone at the bottom of the timber member are described by types CMR and CMS M 1/2 Combined forces In the following tables the load-carrying capacities are given for the individual loads: F 1, F 2, H 1 and H 2. For combinations of loads it is unless otherwise indicated sufficient to verify that the individual loads can be taken. For horizontal loads H 1 and H 2 acting simultaneously the resulting horizontal load shall be calculated as 2 H = H 1 + H 2 2

21 Page 21 of 118 of European Technical Approval no. ETA-07/0285 C2b Forces directions for hold downs The characteristic load-carrying capacities are determined for the following force directions. f f column purlin f f e e e e B B Figure C2b: Forces and their assumed positions. Top row for Hold Downs only subjected to a lifting force. Bottom rows for Hold Downs subjected to both eccentric lifting forces and lateral forces. Two angle brackets F 1 Lifting force acting along the central axis of the joint F 2 and F 3 Lateral force acting in the joint between the purlin and beam in the purlin direction F 4 and F 5 Lateral force acting in the beam direction along the axis of the joint but elevated e above the beam One angle bracket per connection F 1 Lifting force acting in the central axis of the angle bracket but in a distance f from the vertical flap of the angle bracket If the purlin is prevented from rotation the load-carrying capacity will be half that of a connection with two angle brackets F 2 and F 3 Lateral force acting in the joint between the purlin and the beam in the purlin direction F 4 Lateral force acting in the beam direction perpendicular to the vertical flap elevated e above the beam directed towards the angle brackets vertical flap F 5 Lateral force acting in the beam direction perpendicular to the vertical flap elevated e above the beam directed away from the angle brackets vertical flap Combined forces For practical purposes the strength verification is always carried out for design forces and design capacities. If the forces are combined the following inequalities shall be fulfilled: F R i, d 1 i i, d 1,0 F 1, d F 3 For the hold down AKR shall be fulfilled: 4 / 5d F 2 / d + + 1, 0 R1, d R4 / 5, d R2 / 3, d 2

22 Page 22 of 118 of European Technical Approval no. ETA-07/0285 The capacity can be limited by the capacity of the anchor bolt. This has to be investigated separately, see below. Additional conditions The nail pattern shall be as described in Annex D. The fastener types for which the calculations have been made are stated at the relevant hold downs. The thickness of the beam shall be according to Eurocode 5, t pen shall be min. 6d, where d is the diameter of the nail or screw.

23 Page 23 of 118 of European Technical Approval no. ETA-07/0285 C3 Fasteners Nail, screw and bolt type Connector nail According to ETA-04/0013 Annular ring shank nail according to EN Nail, screw and bolt size (mm) Diameter Length Finish and corrosion protection 3,7; 4,0; 4,2 35 to 100 Electroplated zinc 3,1 4, to 100 Electroplated zinc Smooth shank nail Hot dipped galvanized Smooth shank nail Hot dipped galvanized Lag screw 8; 10; 12; 16 Electroplated zinc Wood screw 5,0 - Electroplated zinc Wood screw 10,0 - Electroplated zinc Wood screw 12,0 - Electroplated zinc Wood screw 16,0 - Electroplated zinc Screw, SPAX-S 6,0 60 Electroplated zinc Screw, SPAX SCRB/9558 5,0 80 Electroplated zinc Dowel 8,0 - Dowel 10,0 - Dowel 12,0 - Shear plate connector type C2 * according to a technical approval Bolt M Bolt M16 16 Anchor bolt M10 10 Anchor bolt M Anchor bolt M Concrete screws * 8 20 Electroplated zinc/ Hot-dip galvanized Hot-dip galvanized Concerning corrosion protection see the specifications of the manufacturer Ejot Saphier JT2-3-5,5x25 5,5 See the manufacturer

24 Page 24 of 118 of European Technical Approval no. ETA-07/0285 Post Bases Annex D Product definition and capacities D1: PPD Product Name PPDxx xx = size of PPD alternative names UK France DK D D Figure D1-1: Drawings Table D1-1: Size specification Type Dimensions [mm] A B C Ribbed bar Ø PPD 48 x PPD 50 x PPD 73 x PPD 100 x PPD 98 x PPD 70 x PPD 73 x PPD 75 x PPD 80 x PPD 90 x PPD 100 x PPD 90 x PPD 100 x PPD 115 x PPD 120 x PPD 123 x PPD 125 x PPD 140 x

25 Page 25 of 118 of European Technical Approval no. ETA-07/0285 PPD 148 x Table D1-2: Material specification Material thickness 5 Ribbed bar Material Grades S235JR according to EN 10025:2004 B 550 BR+AC according to 10080:2006 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999 Table D1-3: Characteristic capacity k modi =1,18 characteristic capacity (kn) load direction F 1 F 2 H R1 H R2 characteristic capacity characteristic capacity (kn) (kn) characteristic capacity (kn) size of min. of min. of min. of min. of PPD (mm) timber steel 1) timber steel 1) timber steel 1) timber steel 1) 48 x 40 40,3 28,0 14,7 13,0 3,4 8,3 5,8 50 x 40 42,0 28,0 14,7 12,2 3,4 8,3 5,8 73 x 40 50,8 28,0 7,3 3,4 5,8 100 x 40 47,9 28,0 5,0 3,4 5,8 98 x 60 28,0 7,6 3,6 5,8 73 x 70 28,0 18,4 12,8 3,5 10,9 5,8 70 x 70 28,0 18,4 13,5 3,6 10,9 5,8 75 x 70 28,0 18,4 12,3 3,6 10,9 5,8 80 x 70 28,0 18,4 11,4 3,7 10,9 5,8 100 x 70 28,0 8,7 3,7 5,8 90 x 90 36,9 22,0 13,4 6,4 18,7 11,4 90x70 36,9 18,4 10,4 5,5 14,6 10,8 100 x 90 36,9 22,0 11,7 6,6 18,7 11,4 115 x 90 36,9 9,9 7,0 11,4 120 x 90 36,9 9,4 7,2 11,4 123 x 90 36,9 9,1 7,2 11,4 125 x 90 36,9 8,9 7,3 11,4 140 x 90 36,9 7,8 7,2 11,4 148 x 90 36,9 7,3 7,3 11,4 1) for steel k mod = 1,0 shall be used for all load durations For vertical loads F 1 and horizontal loads H 2 acting simultaneously it shall be verified that: F 1 / F R1 + H 2 / H R2 1. For vertical uplift F 2 and horizontal loads H 2 acting simultaneously it shall be verified that: (F 2 / F R2 ) 2 + (H 2 / H R2 ) 2 1.

26 Page 26 of 118 of European Technical Approval no. ETA-07/0285

27 Page 27 of 118 of European Technical Approval no. ETA-07/0285 D2: PI Product Name alternative names UK France DK D PI PPI/26000 I Figure D2-1: Drawings Table D2-1: Size specification n/a Table D2-2: Material specification Material thickness Material Grades S235JR according to EN 8, :2004 B 550 BR+AC according Ribbed bar to 10080:2006 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999

28 Page 28 of 118 of European Technical Approval no. ETA-07/0285 Table D2-3: Characteristic capacity k modi =1,18 Load Direction F R1 Timber depth, t [mm] F R H R H R Concrete C12 C15 C20 Load duration class (kn) P L M S I 36,9 43,7 54,5 13,8 k mod 16,0 k mod 18,7 k mod 20,7 k mod 5, ,9 7,9 6,5 7,6 7,9 7,9 7,9 7,6 7,9 7,9 7,9 7,9 7,9 7,9 7,9 7,9 7,9 1,9 2,2 2,5 2,8 3,4 2,4 2,8 3,3 3,7 4,5 3,6 4,2 4,7 5,3 5,3 4,7 5,4 5,4 5,4 5,4 5,6 5,7 5,7 5,7 5,7 6,3 6,3 6,3 6,3 6,3 For vertical loads F 1 and horizontal loads H 2 acting simultaneously it shall be verified that: F 1 / F R1 + H 2 / H R2 1.

29 Page 29 of 118 of European Technical Approval no. ETA-07/0285 D3: PP / PPL Product Name PP PPL alternative names UK France DK D P PL Figure D3-1: Drawings PP PPL Table D3-1: Size specification n/a Table D3-2: Material specification Material thickness Material Grades S235JR according to EN 8, :2004 B 550 BR+AC according Ribbed bar to 10080:2006 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999 Table D3-3: Characteristic capacity k modi =1,18 Type Load Direction Load duration class (kn) P L M S I PP F R1 31,6

30 Page 30 of 118 of European Technical Approval no. ETA-07/0285 F R2 H R 7,6 k mod 2,7 k mod PPL F R F R2 7,6 k mod H R

31 Page 31 of 118 of European Technical Approval no. ETA-07/0285 D4: PL Product Name PL alternative names UK France DK D L Figure D4-1: Drawings B =70 ø13, B =90 5 A 5 ø5 C 5 A 5 Ø38x2 Ø38x B Table D4-1: Size specification Type Dimensions [mm] A B C PL80/70G PL100/70G PL90/90G PL100/90G PL120/90G PL140/90G Table D4-2: Material specification Material thickness Material Grades S235JR according to EN :2004 S220JR according to Tube Ø38x2,0 EN10025:2004 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999

32 Page 32 of 118 of European Technical Approval no. ETA-07/0285 Table D4-3: Characteristic capacity k modi =1,18 Load direction characteristic capacity (kn) min. of type timber steel 1) F 1 all 57,1 PL80/70 18,4 17,3 PL80/70 18,4 11,7 F 2 PL90/90 22,0 18,0 PL100/90 22,0 15,1 PL120/90 19,0 11,4 PL140/90 9,2 H 1 all 2,8 H 2 all 3,5 1) for steel k mod = 1,0 shall be used for all load durations For vertical loads F and any horizontal loads H acting simultaneously it shall be verified that: F 1 / F R + H / H R 1.

33 Page 33 of 118 of European Technical Approval no. ETA-07/0285 D5: PIL Product Name PIL alternative names UK France DK D IL Figure D5-1: Drawings ø8, Ø38x2, Table D5-1: Size specification n/a Table D5-2: Material specification Material thickness Material Grades S235JR according to EN 5, 8, :2004 S220JR according to Tube Ø38x2,0 EN10025:2004 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999

34 Page 34 of 118 of European Technical Approval no. ETA-07/0285 Table D5-3: Characteristic capacity k modi =1,18 Load Direction Timber thickness, t [mm] Load duration class (kn) P L M S I F R F R ,8 k mod 16,0 k mod 18,7 k mod 20,7 k mod H R1 2.2 H R For vertical loads F and any horizontal loads H acting simultaneously it shall be verified that: F 1 / F R + H / H R

35 Page 35 of 118 of European Technical Approval no. ETA-07/0285 D6: PIS / PISB / PISMAXI / PISBMAXI Product Name PIS70 PISBxx PIS Maxi PISB Maxi xx = size of PISB alternative names UK France DK D IS ISB IS Maxi ISB Maxi Figure D6-1: Drawings ø8, ø8, PIS PISB ø13 or ø PISB260 ø13or ø PISBMAXI ø PISMAXI ø ø17 or ø Table D6-1: Size specification See drawing

36 Page 36 of 118 of European Technical Approval no. ETA-07/0285 Table D6-2: Material specification Material thickness Material Grades S235JR according to EN 8, 10, :2004 S235JR according to EN tube 10025:2004 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999 Table D6-3: Characteristic capacity k modi =1,18 Load direction widthof timber b [mm] PIS70 PISBxx PISMAXI PISBMAXI characteristic capacity [kn] characteristic capacity [kn] width of min. of min. of timber min. of min. of timber steel 1) timber steel 1) b [mm] timber steel 1) timber steel 1) F 1 all 142,8 101,9 142,8 101,9 all 272,2 187,9 272,2 256, ,0 16, ,5 34,5 F ,7 18, ,5 38, ,7 20, ,1 42, ,9 10, ,5 22,5 H ,7 6,7 11,0 6, ,2 24,0 25,2 14, , ,5 27,5 H ,9 5,1 5,9 5, ,9 9,9 80 4,1 4, ,6 7, ,0 5,7 7,9 5, ,3 12,3 1) for steel k mod = 1,0 shall be used for all load durations

37 Page 37 of 118 of European Technical Approval no. ETA-07/0285 D7: PLS and PLB Product Name PLS PLB alternative names UK France DK D LS LB Figure D7-1: Drawings ø11 or ø Upper Part S upper Part B

38 Page 38 of 118 of European Technical Approval no. ETA-07/0285 Table D7-1: Size specification Type Dimensions [mm] A B Upper part PLS60/65G S PLS60/165G S PLS80/90G S PLS80/190G S PLB60/65G B PLB60/165G B PLB80/90G B PLB80/190G B Table D7-2: Material specification Material thickness Material Grades Coating specification S235JR according to EN 4, :2004 Hot-dip galvanized according to Threaded rod: S355 JO EN ISO 1461:1999 Threaded rod according to EN 10025:2004 Or stainless steel as described Table D7-3: Characteristic capacity k modi =1,18 Load direction size of PLS / PLB connection to: PLB und PLS characteristic capacity [kn] min. of timber steel 1) F 1 down F 2 uplift all 60x65 60x165 80x90 column 50,8 36,4 beam 20,1 20,2 with fastener: 3 CNA4,0x40 or 2 CSA5,0x35 2 CNA4,0x40 or 1 screw 8x60 3 CNA4,0x40 or 2 CSA5,0x35 to column or beam 5,4 3,5 2,8 3,0-2,3 80x190 2 CNA4,0x40 or 2,8 2,3 1 screw 8x60 1) for steel k mod = 1,0 shall be used for all load durations

39 Page 39 of 118 of European Technical Approval no. ETA-07/0285 D8: PVD, PVDB, PVI, PVIB Product Name alternative names UK France DK D PVD80 PB31950 Vario D80 PVD120 PB31948 Vario D120 PVDB80 PB31951 Vario DB80 PVDB120 PB31949 Vario DB120 PVI Vario I PVIB Vario IB Figure D8-1: Drawings

40 Page 40 of 118 of European Technical Approval no. ETA-07/ A 5 ø13, A 5 ø13, ~ g 40 >150 _ minimum embedment depth PVD80 PVD ø5 M20 ~ M PVDB80 PVDB ø5 g 8 ø8, ø8, ~ g 40 M20 _> minimum embedment depth PVI ~ M20 g PVIB g Table D8-1: Size specification Type Dimensions [mm] A min A max PVD PVD PVDB PVDB Table D8-2: Material specification Material thickness Material Grades S235JR according to EN 4, 5, 8, :2004 Coating specification Hot-dip galvanized according to EN ISO 1461:1999

41 Page 41 of 118 of European Technical Approval no. ETA-07/0285 Threaded rod S355 JO according to EN 10025:2004 Or stainless steel as described Table D8-3: Characteristic capacity k modi =1,18 Load direction width of timber b [mm] PVD PVBD characteristic capacity [kn] min. of min. of timber steel 1) timber steel 1) F 1 77,8 49,0 77,8 49, ,6 17,6 F ,6 11,6 17,6 11, ,2 7,6 15,2 7,6 at g = at g = H mm 2,1 161mm 1,2 48mm 2,7 136mm 1,4 98mm 1,7 186mm 1,1 H mm 3,9 161mm 2,7 48mm 6,5 136mm 3,2 98mm 2,8 186mm 2,3 Load direction width of timber b [mm] PVI PVIB characteristic capacity [kn] min. of min. of timber steel 1) timber steel 1) F 1 90,7 49,0 90,7 49,0 F ,7 20, ,0 16, ,7 20,7 at g = 57mm at g = 145mm H 1 2,7 2,6 H ,8 3,8 3,3 2,7 80 2,5 2,2 1,9 1, ,7 4,7 3,5 2,7 1) for steel k mod = 1,0 shall be used for all load durations H 1 Laod direction or H 2 bottom plate PVDB and PVIB The horizontal load H 1 or H 2 shall always be in the direction of the longer side of the bottom plate.

42 Page 42 of 118 of European Technical Approval no. ETA-07/0285 Modification factors for differing size g PVI PVIB g faktor g faktor Basis for table before 32 1, ,1 57 1, ,0 82 0, ,85

43 Page 43 of 118 of European Technical Approval no. ETA-07/0285 D9: PPB and PPS Product Name alternative names UK France DK D PPB70 PB70 PPB75 PB75 PPB80 PB40605 PB80 PPS80 PS80 Figure D9-1: Drawings PPB70 M16 70 ø11 or 12 PPB75 M ø11 or ø ø9 80 M20 PPB ø11 or 12 PPS80 M ø max max ø9 80 min.200 Table D9-1: Size specification n/a Table D9-2: Material specification Material thickness Material Grades S235JR according to EN 6, :2004 S355 JO according to EN Threaded rod 10025:2004 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999

44 Page 44 of 118 of European Technical Approval no. ETA-07/0285 Table D9-3: Characteristic capacity k modi =1,18 Load direction type characteristic capacity [kn] min. of timber steel 1) 40,0 2) 49,5 3) F 1 PPS PPB 88,3 63,9 1) for steel k mod = 1,0 shall be used for all load durations 2) with C15 concrete 3) with C20 concrete

45 Page 45 of 118 of European Technical Approval no. ETA-07/0285 D10: PPA / PBL Product Name PPA PBL alternative names UK France DK D Figure D10-1: Drawings PPA PBL

46 Page 46 of 118 of European Technical Approval no. ETA-07/0285 Table D10-1: Size specification Type Dimension [mm] B PPA PPA PBL PBL Table D10-2: Material specification Material thickness Material Grades S235JR according to EN :2004 S235 JRH according to EN tube :2006 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999 Table D10-3: Characteristic capacity k modi =1,18 Load Direction Type F R1 PPA100 / PBL 100 PPA150 / PBL 150 Load duration class (kn) P L M S I 55,9 61,7 67,3 72,9 83,7 The capacities for post base PPA are valid also for the case, where the connector is turned upside down.

47 Page 47 of 118 of European Technical Approval no. ETA-07/0285 D11: PJPS / PJPB / PJIS / PJIB Product Name PJPS PJPB PJIS PJIB alternative names UK France DK D JPS JPB JIS JIB Figure D11-1: Drawings

48 Page 48 of 118 of European Technical Approval no. ETA-07/0285 Table D11-1: Size specification n/a Table D11-2: Material specification Material thickness Material Grades S235JR according to EN 8, :2004 S355 JO according to EN Threaded rod 10025:2004 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999 Table D11-3: Characteristic capacity k modi =1,18 Load direction width of timber b [mm] PJIS and PJIB characteristic capacity (kn) min. of timber steel 1) F 1 90,7 54,5 F 2 H 1 H 2 bei g min H 2 bei g max 80 16, , ,7 bei g min 1,4 bei g max 1,1 80 2,0 1, ,3 1, ,6 1,8 80 1,7 1, ,0 1, ,1 1,4 1) for steel k mod = 1,0 shall be used for all load durations g min max g Load direction F 1 F 2 H Type PJPB PJPS PJPB PJPS PJPB und PJPS g min g max PJPS und PJPB characteristic capacity (kn) min. of timber steel 1) 7,6 2,7 54,5 1,7 1,4 1) for steel k mod = 1,0 shall be used for all load durations For types PJPS and PJPB are no difference for H 1 and H 2.

49 Page 49 of 118 of European Technical Approval no. ETA-07/0285 For vertical load F 1 and horizontal load H acting simultaneously it shall be verified that the combination of loads fall below the lines shown in the diagram. F 1,d R 1,d 1,0 0,8 F 1,d R1,d = 0,8 0,4 H 1,d R H,d = 0,6 0,4 0,6 1,0 H 1,d R H,d For vertical load F 2 and any horizontal load H acting simultaneously it shall be verified that: F 2 / F R 2 + H / H R 1

50 Page 50 of 118 of European Technical Approval no. ETA-07/0285 D12: PUA Product Name PUAxx xx = width of the PUA Figure D12-1: Drawings alternative names UK France DK D U-Anker Table D12-1: Size specification The inside part is named PUA/Bxx size [mm] size [mm] type B H Ø inside part b h PUA ; 9 PUA/B PUA ; 9 PUA/B PUA ; 9 PUA/B PUA ; 9 PUA/B PUA ; 9 PUA/B PUA ; 9 PUA/B PUA ; 9 PUA/B PUA ; 9 PUA/B Table D12-2: Material specification Material thickness Material Grades S250 GD according to EN :2004 Or stainless steel as described Coating specification Pre-galvanized steel min Z275 according to EN10326:2004

51 Page 51 of 118 of European Technical Approval no. ETA-07/0285 Table D12-3: Characteristic capacity k modi =1,18 Load direction Type PUA with PUA/B characteristic capacity (kn) min. of timber steel 1) F 1 alle 29,6 34,7 PUA45-B 18,1 10,9 PUA50-B 18,1 9,8 PUA60-B 7,6 F 2 PUA70-B 6,2 PUA80-B 5,2 PUA90-B 4,5 PUA100-B 4,0 PUA120-B 3,2 1) for steel k mod = 1,0 shall be used for all load durations

52 Page 52 of 118 of European Technical Approval no. ETA-07/0285 D13: FPB Product Name FPB alternative names UK France DK D Figure D13-1: Drawings Fasteners to timber: wood screw Ø10. Fastener to concrete: anchor bolt M10. Table D13-1: Size specification Type A FPB100/2 FPB100/2IX 100 FPB150/2 FPB150/2IX 150 FPB100/2.5 FPB100/2.5IX 100 FPB150/2.5 FPB150/2.5IX 150 Table D13-2: Material specification Dimensions [mm] B Material thickness Material Grades S235JR according to EN 2; 2,5; 4, :2004 B 550 BR+AC according Ribbed bar to 10080:2006 Or stainless steel 316L according to EN 10088:2005 Coating specification Hot-dip galvanized according to EN ISO 1461:1999

53 Page 53 of 118 of European Technical Approval no. ETA-07/0285 Table D13-3: Characteristic capacity k modi =1,18 Load Direction F R1 Type FPB100/2 FPB100/2IX FPB150/2 FPB150/2IX FPB100/2.5 FPB100/2.5IX FPB150/2.5 FPB150/2.5IX Load duration class (kn) P L M S I The capacities for post base FPB are valid also for the case, where the connector is turned upside down.

54 Page 54 of 118 of European Technical Approval no. ETA-07/0285 D14: PLPP180 Product Name PLPP180 alternative names UK France DK D Figure D14-1: Drawings t=4mm Table D14-1: Size specification n/a Table D14-2: Material specification Material thickness Material Grades 4 DD11 according to EN 10111:1998 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999 Table D14-3: Characteristic capacity n/a The optional plate is compatible with the following post bases: PPA100, PPA150, FPB100, FPB150, APB100/150, PPRC. The use of this optional plate doesn t change the performance of the post bases. It must be used with 8 wood screws as shown on the drawing above

55 Page 55 of 118 of European Technical Approval no. ETA-07/0285 D15: PPR Product Name PPR alternative names UK France DK D Figure D15-1: Drawings Fasteners to timber: wood screw Ø10; Fastener to concrete: anchor bolt M10 Table D15-1: Size specification n/a Table D15-2: Material specification Material thickness Material Grades P355 NB according to EN :1997 P235TR1 according to EN tube :2002 steel class 4.6 according to Threaded rod ISO 898:1999 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999 Table D15-3: Characteristic capacity k modi =1,18 Load Direction Type Load duration class (kn) P L M S I F R1 PPR, The capacities are valid also for the case, where the connector is turned upside down.

56 Page 56 of 118 of European Technical Approval no. ETA-07/0285 D16: PPRIX Product Name PPRIX alternative names UK France DK D Figure D16-1: Drawings Fasteners to timber: wood screw Ø10; Fastener to concrete: anchor bolt M10 Table D16-1: Size specification n/a Table D16-2: Material specification Material thickness Material Grades Stainless steel 316L 4 according to EN 10088:2005 B 550 BR+AC according tube to 10080:2006 A4 (AISI 316L) according Threaded rod to ISO 350 Coating specification N/A Table D16-3: Characteristic capacity k modi =1,18 Load Direction Type Load duration class (kn) P L M S I F R1 PPR, The capacities are valid also for the case, where the connector is turned upside down.

57 Page 57 of 118 of European Technical Approval no. ETA-07/0285 D17: PPRB Product Name PPRB alternative names UK France DK D Figure D17-1: Drawings Table D17-1: Size specification n/a Table D17-2: Material specification Material thickness Material Grades S235JR according to EN 8, :2004 tube Threaded rod E235 according to EN 10305:2003 steel class 4.6 according to ISO 898:1999 Or stainless steel as described Coating specification Electroplated zinc Zn25/A according to EN 12329:2000 and 1403 Or electroplated zinc Zn10/A (alkali zinc) Table D17-3: Characteristic capacity k modi =1,18 Load Direction Type Load duration class (kn) P L M S I F R1 PPRB

58 Page 58 of 118 of European Technical Approval no. ETA-07/0285 D18: APB100/150 Product Name APB100 APB150 alternative names UK France DK D Figure D18-1: Drawings Fasteners to timber: wood screw Ø10; Fastener to concrete: anchor bolt M10 Table D18-1: Size specification n/a Table D18-2: Material specification Material thickness Material Grades S235JR according to EN 8, :2004 S235 JRH according to EN tube 10219:2006 Threaded rod steel class 4.6 according to ISO 898:1999 Or stainless steel as described Coating specification Electroplated zinc Zn25/A according to EN 12329:2000 and 1403 Or electroplated zinc Zn10/A (alkali zinc) Table D18-3: Characteristic capacity k modi =1,18 Load Direction Type Load duration class (kn) P L M S I

59 Page 59 of 118 of European Technical Approval no. ETA-07/0285 F R1 APB100/

60 Page 60 of 118 of European Technical Approval no. ETA-07/0285 D19: PPRC Product Name PPRC alternative names UK France DK D Figure D19-1: Drawings Fasteners to timber: wood screw Ø10; SPAX-S 5,0x80 at 45 ; Fastener to concrete: anchor bolt M10 Table D19-1: Size specification n/a Table D19-2: Material specification Material thickness Material Grades 8, 10 tube Threaded rod Coating specification S235JR according to EN 10025:2004 Electroplated zinc Zn25/A C15RPB according to EN 10084:1999 steel class 4.6 according to ISO 898:1999 Or stainless steel as described Table D19-3: Characteristic capacity k modi =1,18 according to EN 12329:2000 and 1403 Or electroplated zinc Zn10/A (alkali zinc) Load Direction Type Load duration class (kn) P L M S I F R1 PPRC,

61 Page 61 of 118 of European Technical Approval no. ETA-07/0285 D20: PBLR Product Name PPLR alternative names UK France DK D Figure D3-1: Drawings min max Ø12 R , , Ø12 Ø ,7 Fasteners to timber: wood screw Ø10; SPAX-S 5,0x80 at 45 ; Fastener to concrete: anchor bolt M10 8, Table D20-1: Size specification n/a Table D20-2: Material specification Material thickness Material Grades 8, 10 tube Threaded rod Coating specification S235JR according to EN 10025:2004 Electroplated zinc Zn25/A C15RPB according to EN 10084:1999 steel class 4.6 according to ISO 898:1999 Or stainless steel as described Table D20-3: Characteristic capacity k modi =1,18 according to EN 12329:2000 and 1403 Or electroplated zinc Zn10/A (alkali zinc) Load Direction Type Load duration class (kn) P L M S I F R1 PBLR

62 Page 62 of 118 of European Technical Approval no. ETA-07/0285 D21: PPUP Product Name PPUP alternative names UK France DK D Figure D21-1: Drawings Table D21-1: Size specification Type Dimension [mm] A B tube PPUP ,5 Ø48,3x2,5 PPUP ,5 Ø48,3x2,5 Table D21-2: Material specification Material thickness Material Grades S235JR according to EN :2004 S235 JRH according to EN tube :2006 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999

63 Page 63 of 118 of European Technical Approval no. ETA-07/0285 Table D21-3: Characteristic capacity k modi =1,18 Type Load Direction Load duration class (kn) P L M S I PPUP 70 F R F R k mod H R k mod H R2 6,4 6,9 7,4 7,8 8,6 PPUP 90 F R F R k mod H R H R2 8,2 8,9 9,5 10,1 11,1 k mod : load duration factor To obtain full load-carrying capacities for lifting force and horizontal force the characteristic withdrawal capacity of the anchors should be minimum: 15,4 kn for PPUP70 and 19,2 kn for PPUP90.

64 Page 64 of 118 of European Technical Approval no. ETA-07/0285 D22: PPS and PPSDT Product Name PPS PPSDT alternative names UK France DK D Figure D22-1: Drawings A/2 4 B E2 E1 E Ø13 Ø13 C/2 C 4 D/ Ø E3 D F D PPS

65 80 Page 65 of 118 of European Technical Approval no. ETA-07/ Ø Ø14 PPSDT160 PPSDT230 Table D22-1: Size specification Type Dimensions [mm] A B C D E E1 E2 E3 F PPS PPS Table D22-2: Material specification Material thickness Material Grades 4 S235JR according to EN 10025:2004 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999

66 Page 66 of 118 of European Technical Approval no. ETA-07/0285 Table D22-3: Characteristic capacity k modi =1,18 Type Load Direction Load duration class (kn) P L M S I PPS 170 F R1 20,1 21,7 23,2 24,6 27,2 F R2 16,4 k mod H R1 10,1 H R2 1,2 PPS 230 F R1 26,8 28,9 30,9 32,8 36,2 F R2 18,0 k mod H R1 13,3 PPSDT 160 PPSDT 230 H R2 1,03 F R F R2 8,45 k mod H R1 9,3 H R2 5,4 5,9 6,3 6,7 7,4 F R F R2 23,0 k mod H R1 15,2 H R2 7,2 7,7 8,4 8,9 9,9 k mod : load duration factor To obtain full load-carrying capacities for lifting force and horizontal force the characteristic withdrawal capacity of the anchors should be minimum: 20,2 kn for PPS170, 23,7 kn for PPS230, 13,4 for PPSDT160 and 26,8 kn for PPSDT230.

67 Page 67 of 118 of European Technical Approval no. ETA-07/0285 D23: PPSP Product Name PPSP alternative names UK France DK D Figure D23-1: Drawings PPSP70 and PPSP90 PPSP100 and PPSP130 Table D23-1: Size specification Type Dimensions [mm] A Ø ribbed bar PPSP PPSP PPSP PPSP

68 Page 68 of 118 of European Technical Approval no. ETA-07/0285 Table D23-2: Material specification Material thickness Material Grades Coating specification 4 types PPSP100; PPSP130 S235JR according to EN 10025:2004 Hot-dip galvanized 4 Types PPSP70; PPSP90 DD11 acc to EN 10111:2008 according to EN ISO 1461:1999 Ribbed bar B 550 BR+AC according to 10080:2006 Or stainless steel as described Table D23-3: Characteristic capacity k modi =1,18 Load Direction Type F R1 PPSP 70 PPSP 90 PPSP 100 PPSP 130 Load duration class (kn) P L M S I 22,7 24,5 26,3 28,0 30,4 24,2 26,1 27,9 29,7 30, Fasteners to timber: wood screw Ø10. The characteristic compressive strength of the concrete shall be at least 20 MPa. max. 50

69 Page 69 of 118 of European Technical Approval no. ETA-07/0285 D24: PPSR320 Product Name PPSR320 alternative names UK France DK D Figure D24-1: Drawings ø17 2 Ø Ø C t 1 min max 150 D A A t B B 4 Ø12 94 Fasteners to timber: bolt or dowel Ø16 or bolts or dowel Ø12. Fastener to concrete: anchor bolt M10. Table D24-1: Size specification size [mm] A B C D t 1 t 2 Ø PPSR ,0 13,0 17,0

70 Page 70 of 118 of European Technical Approval no. ETA-07/0285 Table D24-2: Material specification Material thickness Material Grades S235JR according to EN 4; :2004 C15RPB according to tube EN 10084:1999 Steel class 4.6 Threaded rod according to ISO 898:1999 DD11 according to EN Concealed plate 10111:2008 Or stainless steel as described Coating specification Electroplated Zinc Zn12/C according to ISO 2081:2009 and EN 1403 or Sherardizing class C30 according to EN 13811:2003. Table D24-3: Characteristic capacity k modi =1,18 Load Load duration class (kn) Direrction P L M S I F R1 48,8 F R2 20,8

71 Page 71 of 118 of European Technical Approval no. ETA-07/0285 D25: PPMINI Product Name PPMINI alternative names UK France DK D Figure D25-1: Drawings Table D25-1: Size specification Type Dimension [mm] B PPMINI50 50 PPMINI70 70 PPMINI80 80

72 Page 72 of 118 of European Technical Approval no. ETA-07/0285 Table D25-2: Material specification Material thickness Material Grades S235JR according to EN 8, :2004 S235 JRH according to EN Tube :2006 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999 Table D25-3: Characteristic capacity k modi =1,18 Load Duration Type Load duration class (kn) P L M S I F R1 PPMINI For PPMINI the capacities are valid also for the case, where the connector is turned upside down.

73 Page 73 of 118 of European Technical Approval no. ETA-07/0285 D26: APB7090/100 Product Name APB7090/100 alternative names UK France DK D Figure D26-1: Drawings ,5 16, , Ø , R3 Ø6 Table D26-1: Size specification n/a Table D26-2: Material specification Material thickness Material Grades S235JR according to EN 8, :2004 Threaded rod Steel class 4.6 according to EN/ISO 898:1999 Or stainless steel as described Coating specification Electroplated zinc Zn 12/c according to EN 12329:2000 and 1403 or sherardizing class C30 according to EN 13811:2003 Table D26-3: Characteristic capacity k modi =1,18 Load Duration F R1 Type APB column APB beam Load duration class (kn) P L M S I ,2 9,8 9,5 8,4 8,4

74 Page 74 of 118 of European Technical Approval no. ETA-07/0285 D27: PBP60/50 Product Name PBP60/50 alternative names UK France DK D Figure D27-1: Drawings Table D27-1: Size specification n/a Table D27-2: Material specification Material thickness Material Grades 3 S235JR according to EN 10025:2004 Or stainless steel as described Coating specification Sherardizing class C30 according to EN 13811:2003 Or electroplated zinc Zn25/A according to EN 12329:2000 and 1403 Or electroplated zinc Zn10/A (alkali zinc)

75 Page 75 of 118 of European Technical Approval no. ETA-07/0285 F R2 F R1 F R1 Table D27-3: Characteristic capacity k modi =1,18 Load Direction F R1 Type PBP60/50 No. of post bases Load duration class (kn) P L M S I F R2 PBP60/

76 Page 76 of 118 of European Technical Approval no. ETA-07/0285 D28: PBS Product Name PBS alternative names UK France DK D Figure D28-1: Drawings

77 Page 77 of 118 of European Technical Approval no. ETA-07/0285 Table D28-1: Size specification Type Dimension [mm] A B C D E F PBS46 90,5 187,3 270,7 101,6 25,4 138,1 PBS66 139,7 190,5 311,2 152,4 76,2 136,5 Table D28-2: Material specification Material thickness Material Grades G90 SS Grade 33 2,5 mm according to ASTM A-653 Or stainless steel as described Galvanized Coating specification

78 Page 78 of 118 of European Technical Approval no. ETA-07/0285 Table D28-3: Characteristic capacity k modi =1,18 1) 2) Type Load Direction Load duration class (kn) Nails 1) P L M S I PBS 44 F R F R2 CN 3,7 S 4,0 24 k mod 16 k mod PBS 46 F R F R2 CN 3,7 S 4,0 24 k mod k mod 16 PBS 66 F R F R2 CN 3,7 24 k mod 25 S 4,0 16 k mod 16 Fastener to timber: ARS 3,1: Annular ring shank nail 3,1 x 35 CN 3,7: Connector nail 3,7 x 50 S 3,75: Smooth nail 3,75 x 75 S 4,0: Smooth nail 4,0 x90 k mod : load duration factor

79 Page 79 of 118 of European Technical Approval no. ETA-07/0285 D29: ABE Product Name ABE alternative names UK France DK D Figure D29-1: Drawings

80 Page 80 of 118 of European Technical Approval no. ETA-07/0285 Table D29-1: Size specification Type Dimension [mm] A B C D E F ABE44 90,5 70,6 15, ABE46 90,5 103,2 38,1 65,1 6,4 20,6 ABE66 139,7 79,4 15,9 114,3 19,1 31,8 Table D29-2: Material specification Material thickness Material Grades G90 SS Grade 33 1,5 to 2,6 according to ASTM A-653 Or stainless steel as described Galvanized Coating specification Table D29-3: Characteristic capacity k modi =1,18 1) 2) Type Load Direction Load duration class Nails 1) P L M S I ABE 44 F R F R2 ARS 3,1 S 3,75 6,7 k mod 4,3 7,8 7,8 7,8 7,8 ABE 46 F R CN 3,7 F R k mod S 4,0 11 k mod ABE 66 F R F R2 CN 3, k mod S 4,0 11 k mod Fastener to timber: ARS 3,1: Annular ring shank nail 3,1 x 35 CN 3,7: Connector nail 3,7 x 50 S 3,75: Smooth nail 3,75 x 75 S 4,0: Smooth nail 4,0 x90 k mod : load duration factor

81 Page 81 of 118 of European Technical Approval no. ETA-07/0285 D30: CPB and CPS Product Name CPB CPS alternative names UK France DK D CPB40 CPS40 Figure D30-1: Drawings Table D30-1: Size specification n/a Table D30-2: Material specification CPB motrik M24 M24 M24 left hand thread, 90 ø14 all welding: 3mm CPS 48,3x3x25 > x70x10mm Material thickness Material Grades S235JR according to EN 8, :2004 S235 JR according to EN Tube 10219:2004 S355 JO according to EN Threaded rod 10025:2004 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999

82 Page 82 of 118 of European Technical Approval no. ETA-07/0285 Table D30-3: Characteristic capacity k modi =1,18 for steel and k modi = 0,87 for concrete have been used Load direction F 1 timber size CPB characteristic capacity (kn) min. of [mm] timber steel 1) F ,7 F 2 ** 13,8 h = 61,0 H 1 H , ,4 Load direction F 1 timber size CPS characteristic capacity (kn) min. of [mm] timber steel 1) F 2 23,7 F 1 ** b ,7 F 2 ** 13,8 170,3 118,7 H 1 H 2 7,2 5,2 1) for steel k mod = 1,0 shall be used for all load durations ** in case where download AND uplift is possible For vertical load F 1 and horizontal load H 1 or H 2 acting simultaneously it shall be verified that: F 1 / F R,1 + H i / H R,i 1

83 Page 83 of 118 of European Technical Approval no. ETA-07/0285 D31: PGS Product Name PGS x = size alternative names UK France DK D PGS24/x Figure D31-1: Drawings Muster Table D31-1: Size specification n/a

84 Page 84 of 118 of European Technical Approval no. ETA-07/0285 Table D31-2: Material specification Material thickness Material Grades S235JR according to EN 8, :2004 S235 JR according to EN Tube 10219:2004 S355 JO according to EN Threaded rod 10025:2004 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999 Table D31-3: Characteristic capacity k modi =1,18 Load direction 1) timber size PGS characteristic capacity [kn] min. of [mm] timber steel 1) F 1 100x100 96,1 91,3 H 2 b=80 5,0 F 2 b=100 5,6 b=120 6,4 b=140 7,2 for timbersize min. 100mm x100mm H 1 all 2,9 24/180 2,5 24/230 2,1 24/130 2,9 24/280 1,9 for steel k mod = 1,0 shall be used for all load durations

85 Page 85 of 118 of European Technical Approval no. ETA-07/0285 D32: CMR and CMS Product Name CMR CMS alternative names UK France DK D Figure D32-1: Drawings ~ ø6,5 M16 ø17 shear plate connector Type C2 with Ø62mm ø11 4 M10x30 Table D32-1: Size specification n/a 80 ~40 Table D32-2: Material specification Material thickness Material Grades 6, 8, 10 S235JR according to EN 10025:2004 Or stainless steel as described Coating specification Hot-dip galvanized according to EN ISO 1461:1999

86 Page 86 of 118 of European Technical Approval no. ETA-07/0285 Table D32-3: Characteristic capacity k modi =1,18 Force direction Timber size b [mm] mod i = 1,18 CMR Characteristic Capacity R i,k [kn] bzw. [knm] min. of timber Steel 1) F 1 = F ,2 H 1 for h 1 =200mm H 2 for h 2 =0mm ,0 21, ,0 30,9 M ,8 13,9 M , , , , , ,4 1) for steel k mod =1,0 shall be used for all load durations k kmod i = 1, 18 CMS Force direction Timber size b [mm] Characteristic Capacity R i,k [kn] bzw. [knm] min. of timber Steel 1) F 1 = F ,9 H ,0 15,0 H ,1 19,8 M ,6 7,1 M , ,8 80 3, ,8 1) for steel k mod =1,0 shall be used for all load durations F 1 F2 H 1 H 2 h 1 h 2

87 Page 87 of 118 of European Technical Approval no. ETA-07/0285 For a load H 1 acting in the height for CMR h 1 > 200 mm (for CMS h 1 > 157mm) the load carrying capacity should not be taken as higher than: For CMR :H R1 (h) = H R1 (200) 200 / h 1. for CMS: H R1 (h) = H R1 (157) 157 / h 1. For a load H 2 acting in the height h 2 > 0 mm, the load carrying capacity should not be taken as higher than: H R2 (h) = ½ F R2 a / h 2. where: a The inner distance between the vertical steel plates e.g. the column depth. For a vertical load F (either F 1 or F 2 ) and a horizontal load H 1 acting simultaneously it should be verified that (F/F R1 ) 2 + (H 1 /H R1 ) 2 1 For a vertical load F (either F 1 or F 2 ) and a horizontal load H 2 in the height h acting simultaneously it should be verified that H R2 (h) M R2 / (h (1 F / F R1 )) For combined loads the following check shall be made: F R 1/ 2, d 1/ 2, d 2 H + R 1, d H1, d M + R 1, d M 1, d 2 1 F R 1/ 2, d 1/ 2, d M + R 2, d M 2, d 2 H + R 2, d H 2, d 2 1

88 Page 88 of 118 of European Technical Approval no. ETA-07/0285 Hold Downs D60: HTT and LTT Product Name HTTx LTT20B alternative names UK France DK D Figure D60-1: Drawings Ø4,7 22 Ø ,5 25,5 HTT22 HTT16 HTT5 HTT

89 Page 89 of 118 of European Technical Approval no. ETA-07/0285 Table D60-1: Size specification n/a LTT20B Table D60-2: Material specification Material thickness Material Grades G90 galvanized steel SS Grade 33 according to ASTM A-653 2,7 ; 2,84 corresponding to S235 JR according to EN Or stainless steel as described Coating specification The nails in the vertical flap have to be arranged equally left and right about the centre-line. Minimum Maximum LTT20B 2 10 HTT HTT HTT HTT

90 Page 90 of 118 of European Technical Approval no. ETA-07/0285 Table D60-3: Characteristic capacity HTT4/5/16/22 The characteristic load-carrying capacity of one Hold Down HTT4/5/16/22 is calculated as: R 1, k ( n 3,5) R = min 25,2 Rax, k 43,0 kmod lat, k allways nails in this holes R lat,k = R ax,k = k mod = n = characteristic lateral load-carrying capacity of one nail characteristic withdrawal capacity of one nail load duration factor number of nails HTT4 HTT5 HTT16 HTT22 It must be checked, that the anchor fulfils the following formula: F1, d 1 R anchor, d LTT20B The characteristic load-carrying capacity of one Hold Down LTT 20B is calculated as: R 1, k n Rlat, k = min 2,85kN / k mod R lat,k = k mod = n = R anchor,d = characteristic lateral load-carrying capacity of one nail load duration factor number of nails Tensile design capacity of the anchor bolt in the concrete It must be checked, that the anchor fulfils the following formula: 1,5 F1, d 1 R anchor, d

91 Page 91 of 118 of European Technical Approval no. ETA-07/0285 D61: HD5A Product Name HD5A alternative names UK France DK D Figure D61-1: Drawings Table D60-1: Size specification n/a Table D61-2: Material specification Material thickness Material Grades G90 galvanized steel SS Grade 33 according to ASTM A-653 2,7 ; 2,84 corresponding to S235 JR according to EN Coating specification

92 Page 92 of 118 of European Technical Approval no. ETA-07/0285 Or stainless steel as described Table D61-3: Characteristic capacity The characteristic load-carrying capacity of one Hold Down HD5A is calculated as: R 1, k 8,2kN / k = min 4,15 A, mod n U f c,90, k n,u A n,u = f c,90,k = R anchor,d = k mod = net area of the washer (on the backside of connected timber) characteristic compressive strength perpendicular to timber Tensile design capacity of the anchor bolt in the concrete load duration factor It must be checked, that the anchor fulfils the following formula: F1, d 1 R anchor, d

93 Page 93 of 118 of European Technical Approval no. ETA-07/0285 D62: HD3B Product Name HD3B alternative names UK France DK D Figure D61-1: Drawings Table D62-1: Size specification n/a Model H HB SB CL B W HD3B Table D61-2: Material specification Material thickness Material Grades G90 galvanized steel SS Grade 33 according to ASTM A-653 2,7 ; 2,84 corresponding to S235 JR according to EN Or stainless steel as described Coating specification Table D61-3: Characteristic capacity Model Post Number and Ø post HD3B Ø on header Steel 2 Ø16 Ø Timber 2 Ø16 Ø Characteristic values (kn) For a timber with a size < 100x100mm: the capacity of the bolts in the timber are to be checked: n x F v,rk ; with n= number of bolts It must be checked, that the anchor fulfils the following formula: R F 1, d anchor, d 1

94 Page 94 of 118 of European Technical Approval no. ETA-07/0285 D63: AKR Product Name alternative names UK France DK D AKR. with following numbers and letters as shown in the table below 4,0mm S250GD 3,0mm stainless steel 3,0mm AKR95G AKR95x3 AKR95S AKR95LG AKR95x3L AKR95LS AKR135G AKR135x3 AKR135S AKR135LG AKR135x3L AKR135LS AKR285G AKR285x3 AKR285S AKR285LG AKR285x3L AKR285LS The letter L in the name shows, that a long hole is in the short flange. Figure D63-1: Drawings AKR 95 AKR 95 L AKR 135 AKR 135 L

95 Page 95 of 118 of European Technical Approval no. ETA-07/0285 AKR 285 AKR 285 L The thickness may also be 3,0 mm Table D63-1: Size specification n/a Table D63-2: Material specification Material thickness Material Grades S235JR according to EN :2004 S250 GD according to EN :2004 Or stainless steel as 3 described Coating specification Hot-dip galvanized according to EN ISO 1461:1999 Pre-galvanized steel min Z275 according to EN10326:2004 Figure D63-2: Nail pattern full nailing partial nailing nailing to full nailing partial nailing column nailing to column AKR135/..L AKR285/..L full nailing nailing to column AKR95/..L

96 Page 96 of 118 of European Technical Approval no. ETA-07/0285 Table D63-3: Characteristic capacity Load direction F 1 for one AKR nail n for CNA4,0x40 for CNA4,0x50 for CNA4,0x60 Type pattern R bend,nail,k R 1,nail,k R bend,nail,k R 1,nail,k R bend,nail,k R 1,nail,k AKR95 full 8 4,3 8,9 5,8 11,4 7,2 13,2 AKR135 full 13 4,3 16,1 5,8 20,5 7,2 23,5 AKR285 full 25 4,3 22,8 5,8 29,6 7,2 35,2 AKR95L full 8 2,9 6,7 3,9 8,7 4,9 10,4 AKR135L full 13 2,9 12,5 3,9 16,2 4,9 19,2 AKR285L full 25 2,9 16,5 3,9 21,7 4,9 26,4 AKR135 partial 9 4,3 10,7 5,8 13,7 7,2 15,8 AKR285 partial 18 4,3 20,5 5,8 26,3 7,2 30,5 AKR135L partial 9 2,9 8,3 3,9 10,7 4,9 12,7 AKR285L partial 18 2,9 15,6 3,9 20,3 4,9 24,3 AKR95 column 5 4,3 5,8 5,8 7,4 7,2 8,6 AKR135 column 8 4,3 10,4 5,8 13,1 7,2 15,0 AKR285 column 22 4,3 21,0 5,8 27,2 7,2 32,2 AKR95L column 5 2,9 4,4 3,9 5,8 4,9 6,9 AKR135L column 8 2,9 8,2 3,9 10,6 4,9 12,5 AKR285L column 22 2,9 15,4 3,9 20,2 4,9 24,4 n = number of nails according the nail pattern R1, nail, k For an AKR with a thickness of 4,0mm: R1, k = min 21, 43kN kmod R1, nail, k For an AKR with a thickness of 3,0mm: R1, k = min 12, 52kN kmod with R 1,nail,k and R bend,nail,k are given in the table before. + R + R bend, nail, k bend, nail, k The force shall act in the middle of the beam/column, or the eccentricity may be overcome by clamping or an extra calculated force F 4 shall be considered. The values are also applicable for a connection with a gap between the short flange of the AKR and the bearing, for F 1 load direction only. gap The bolt shall have a capacity to sustain an axial force of F 1,d 2 x F 1 F 1 non rotation f F 1 F with f=0 1 F 4 e

97 Page 97 of 118 of European Technical Approval no. ETA-07/0285 Load direction F 2/3 : for one AKR Type nail pattern n Characteristic capacity R 2/3,k [kn] for CNA for CNA for CNA 4,0x40 4,0x50 4,0x60 AKR95 full 8 2,5 3,1 3,4 AKR135 full 13 4,1 5,1 5,6 AKR285 full 25 4,8 6,4 7,9 AKR95L full 8 2,2 2,8 3,1 AKR135L full 13 3,6 4,5 5,1 AKR285L full 25 3,3 4,3 5,4 AKR135 partial 9 3,0 3,8 4,2 AKR285 partial 18 3,5 4,7 5,8 AKR135L partial 9 2,6 3,3 3,7 AKR285L partial 18 2,4 3,2 4,0 AKR95 column 5 1,8 2,2 2,5 AKR135 column 8 2,8 3,5 3,9 AKR285 column 22 3,0 4,0 5,0 AKR95L column 5 1,5 1,9 2,2 AKR135L column 8 2,4 3,1 3,5 AKR285L column 22 2,0 2,7 3,4 n = number of nails according the nail pattern F 2/3 F 2/3 The connected beam shall be free of twisting, so that no rotation occurs. For a connection at a column for this load direction: it s recommended to use 2 No. AKR. The bolt shall have a capacity to sustain an axial force of F 2,d x 0,2, and a lateral force of F 2,d / n AKR. with n AKR = number of AKR Load direction F 4 for AKR with a thickness of 4,0mm: 10,6kN 50mm e R4, k = min 51kNmm e 71mmm for AKR with a thickness of 3,0mm: 6,3kN 50mm e R4, k = min 28,7kNmm e 71mmm F 4 e Negative values may not be considered To calculate R 4,d = R 4,k x k mod / γ the k mod shall be taken as 1,0 for all load durations The bolt shall have a capacity to sustain an axial force of F 4,d x 1,5, and a lateral force of F 4,d x 1,0.

98 Page 98 of 118 of European Technical Approval no. ETA-07/0285 Load direction F 5 nail e < 71 e > 71 Type pattern n X 1 e max force X 1 e max force AKR95 full AKR135 full AKR285 full AKR135 partial e AKR285 partial e - 10 AKR95 column AKR135 column AKR285 column n = number of nails according the nail pattern X 1 Rax, k emax, force 536kNmm R5, k = min e 51kNmm e 71mm with R ax,k = the axial characteristic capacity of the used nail sizes shall be insert in [mm] Negative values may not be considered. b e F 5 The bolt shall have a capacity to sustain an axial force of F 5,d x 1,0, and a lateral force of F 5,d x 1,0. Load direction F 4/5 Type all with a thickness of 4,0mm nail pattern Characteristic capacity R 4/5,k [kn] all 26,5 all witha thickness all 15,75 of 3,0mm The size b shall be a minimum of 60mm. * F from F 1 4/5 b e F 4/5 The left AKR shall be checked for a tension force: F * 1, d = F 4 / 5, d ( e 16,5mm) b + 83mm bolt 1 bolt 2 The bolt 1 shall have a capacity to sustain an axial force of F * 1,d x 1,0. The bolt 2 shall have a capacity to sustain an axial force of F 4/5d x 0,5, and a lateral force of F 5,d x 1,0.

99 Page 99 of 118 of European Technical Approval no. ETA-07/0285 D64: AH Product Name AHx alternative names UK France DK D Figure D64-1: Drawings

100 Page 100 of 118 of European Technical Approval no. ETA-07/0285 Table D64-1: Size specification Type H mm L mm t mm A mm C mm AH AH AH AH AH AH AH AH AH AH AH Other lengths (H) are possible, for the same cross section the same capacity is given. Table D64-2: Material specification Material thickness Material Grades S250 GD according to EN 2 ; 3 ; :2004 S235JR according to EN Washer: 10, :2004 Or stainless steel as described Coating specification Pre-galvanized steel min Z275 according to EN10326:2004 Hot-dip galvanized according to EN ISO 1461:1999 Figure D64-2: Nail pattern AH types 190xx and up 2 Minimum Maximum Purlin = 10 column = 6, the 4 lower holes can not be used Purlin: use all holes other than the lower 2 holes Column: use all holes other than the lower 3 holes

101 Page 101 of 118 of European Technical Approval no. ETA-07/0285 Table D64-3: Characteristic capacity Load direction F 1,k characteristic capacity (kn) min. of type timber steel 1) AH16050 AH19050/2 AH29050/2 AH39050/2 AH49050/2 AH61050/2 AH19050/4 AH29050/4 AH39050/4 AH49050/4 AH61050/4 n x R lat,k 15,0 1) for steel k mod = 1,0 shall be used for all load durations R lat,k = lateral characteristic capacity of the nail The washer to use is: US40/50/10. It must be checked, that the anchor fulfils the following formula: 3 F R 1, d anchor, d 1

102 Page 102 of 118 of European Technical Approval no. ETA-07/0285 AH16050 For a connection between timber to timber members (column or beam) The connection is possible with a beam or a column at the vertical flap. Table 64-4 With connector nails 4,0x40 angle bracket AH16050 with connector nails 4,0x40 1 Angle Bracket 2 Angle Bracket load duration k mod R 1,k R 2,k R 3,k R 1,k R 2,k R 3,k R 4,k R 5,k P 0,6 0,6 1,2 1,6 2,4 1,3 L 0,7 0,7 1,4 1,9 2,8 1,5 M 0,8 0,8 1,6 2,2 3,2 1,7 S 0,9 0,9 1,8 2,4 3,6 1,9 I 1,1 1,1 2,2 2,7 4,4 2,1 Table 64-5 With connector nails 4,0x60 angle bracket AH16050 with connector nails 4,0x60 1 Angle Bracket 2 Angle Bracket load duration k mod R 1,k R 2,k R 3,k R 1,k R 2,k R 3,k R 4,k R 5,k P 0,6 1,0 1,6 2,7 3,1 2,1 L 0,7 1,1 1,8 2,7 3,6 2,1 M 0,8 1,2 2,1 2,7 4,2 2,1 S 0,9 1,2 2,3 3,0 4,7 2,3 I 1,1 1,2 2,9 3,9 5,7 2,9 nail pattern f For using the capacity of use with one angle bracket it is assumed, the distance f will be ~ 0 mm

103 Page 103 of 118 of European Technical Approval no. ETA-07/0285 D65: HD Tension Tie Product Name HDxx xx = size and size of bolt Figure D65-1: Drawings alternative names UK France DK D Table D65-1: Size specification It is possible to omit the Ø5 mm holes in the horizontal flap Type H L B t 1 t 2 A D E F HD340M , ,5 or HD400M , ,5 or HD420M , ,5 or HD420M , ,5 or HD480M , ,5 or HD140M , Other lengths (H) and other width (B) are possible, for the same cross section the same capacity is given. Table D65-2: Material specification Material thickness Material Grades S250 GD according to EN 2 ; :2004 S235JR according to EN Washer 15; :2004 Or stainless steel as described Figure D64-2: Nail pattern Minimum All types 2 Coating specification Pre-galvanized steel min Z275 according to EN10326:2004 Hot-dip galvanized according to EN ISO 1461:1999 Maximum All holes can be used by considering the minimum distance of the nails to the end of timber

104 Page 104 of 118 of European Technical Approval no. ETA-07/0285 Table D65-3: Characteristic capacity The characteristic load-carrying capacity in N of one Tension Tie is calculated as: R W pl 277 A kmod = min Agross 223 nef Rlat, k 1, k / k mod A gross = gross cross sectional area of the vertical flap in mm² = B t 1, see table below R la,k = characteristic lateral Load-carrying capacity of one connector nail n ef = n k ef effective number of nails with k ef by EC 5, table 8.1 k r = reduction factor, see table 8 k mod = load-duration factor W pl = the plastic section modulus of the lower part; see table below A = distance of the bolt hole to the vertical flange as given in table D65-1 A gross W pl typ [mm²] k r [mm³] HD340M HD400M HD420M HD420M HD480M HD140M It must be checked, that the anchor fulfils the following formula: F1, d 1 R k anchor, d r A connection to the timber can also be occurring as shown next: Larger holes are possible for bolts or other fastener instead of a nail pattern. For this cases the value R 1,k shall be calculate as: G t 1 R1, k = Anet 295N / mm² with A net = ( B G) t1 For R lat,k shall be use the characteristic lateral load-carrying capacity of the used fastener. G B G B The lower part shall be as described before by using the W pl from the table before. lower part Installation on a timber floor: For the pressure area it may be possible to use screws for the pressure. In this case the calculation for the screws may be done separately according to the following system : see after table D66-3 (HD2P)

105 Page 105 of 118 of European Technical Approval no. ETA-07/0285 D66: HD2P based on components Product Name alternative names UK France DK D HDULx HDURx HDUSx HDUFx HDBUx HDBWx HD2P60G * HD2PL40G ** * from components HDUF400 and HDBU220 ** from components HDUF250 and HDBU163 Figure D66-1: Drawings B B C C A E A A E A D D C HDUL... C HDUR... HDUS... HDUF... C C E B A D E B A HDBU... HDBW...

106 Page 106 of 118 of European Technical Approval no. ETA-07/ HDBW60G HDBW160G Ø Ø Ø14 Ø the applicable washer 5 the applicable washer Ø12,5 23 Ø HDBW220G Ø Ø the applicable washer Ø16,5

107 Page 107 of 118 of European Technical Approval no. ETA-07/ ø HDBU washer 40*50*10mm ø ø ø ø washer 40x50x10mm or.washer 50x50x8 mm HDBU washer 40x50x10mm or.washer 50x50x8 mm 265 HDBU379 ø18

108 Page 108 of 118 of European Technical Approval no. ETA-07/ n x HDUL380 HDUR380 mirror-image x > = 300 n x HDULxx and HDURxx are analogolous ø5 t=2,0mm t=2,0mm HDUF... ø5 >= HDUL465 HDUR465 mirror-image 43 2 B ø5 19 B HDUS...

109 Page 109 of 118 of European Technical Approval no. ETA-07/0285 Table D66-1: Size specification size [mm] thickness A B C D E Ø HDUF250G 2, HDUF400G 2, HDUS336G 2,0 336 >40 5 HDUL380G 2, ,5-55, HDUR380G 2, ,5-55, HDUL465G 2, ,5-55, HDUR465G 2, ,5-55, HDUL xx G 2, ,5-55,0 65 A - D 5 HDUR xx G 2, ,5-55,0 65 A - D 5 HDUF40XG 2, HDUF60XG 2, HDBU163G 3, ) HDBU220G 4, HDBU379G 4, HDBW60G 2,0 + 15, ,0 HDBW160G 2,0 + 15, ,5 HDBW200G 2,0 + 20, ,5 Together with: 1) US40/50/10G ; 2) US50/50/8G For HDBUx and HDBWx (bottom parts) are possible to modify the size A The connection between the upper and lower part governed by the self tapping screws EJOT JT2-3-5,5x25 or with equivalent screws. 1) 2) 1) 2) upper parts combinations HDUF250 HDUF400 HDUS336 HDUR380 HDUR380 HDUL465 HDUR465 HDUF40X HDUF60X HDBU163G O O O O O O O O HDBU220G O O O O O O HDBU379G O O O O O O O O O HDBW60G O O O O O O O O HDBW160G O O O O O O O O HDBW200G O O O O O O O The free cells show non logical or non possible combinations. lower parts Table D66-2: Material specification Material thickness Material Grades S250 GD according to EN 2 ; :2004 S235JR according to EN Washer 15; :2004 Or stainless steel as described Coating specification Pre-galvanized steel min Z275 according to EN10326:2004 Hot-dip galvanized according to EN ISO 1461:1999

110 Page 110 of 118 of European Technical Approval no. ETA-07/0285 Figure D66-2: Nail pattern full- partialnailinnailing full- partial- for HDUS and HDUL/R.. Minimum Maximum HDUF 2 All holes can be used by considering the minimum distance of the nails to the end of the timber HDUS Partial nailing 2x4 nails full nailing, 2x6 nails HDUL/R Partial nailing 14 nails full nailing, 20 nails

111 Page 111 of 118 of European Technical Approval no. ETA-07/0285 Table D66-3: Characteristic capacity Model HDUF250G HDUF40XG HDUF400G HDUF60XG HDUS336G HDUL380G HDUR380G R 1,k [kn] HDUL465G full nailing: C=11,7 HDUR465G partial nailing: C= 8,1 HDULxxG HDURxxG nef Rlat, k min 17,8 kn / k nef Rlat, k min 26,7kN / k mod mod C nper side R min 23,1 kn / kmod lat, k D Rlat, k or min 17,95 kn / k mod using the formula with "C", using the formula with "D" for for contact between the hold no contact between the hold down and the timber down and the timber Fullnailing: D=10,47 C=1,95 partial nailing: D= 7,41 C Rlat, k min 21,4 R ax, k contact between timber and the steel Table 5 factor max Model R 1,k [kn] R s,k [kn] k r n s HDBU163G with 1) 13,7 1,55 2 HDBU220G with 1) 2) 34,6 1,40 3 HDBU379G with 1) 2) R s, k / k mod min 16,7 1,46 2 HDBW60G V R, k n sc / k mod 19,8 2,00 2 HDBW160G 21,2 1,24 2 HDBW200G 23,4 1,23 3 It is imperativ: R 1, d = R 1, k k γ mod with γ for timber. It shall be to check: R k bolt, d F 1, d r With: n ef = n kef effective number of nails with k ef by EC 5, table 8.1 n per.-side = number of nails on each side V R,k = characteristic Capacity of self-tapping screws (for EJOT JT2-3-5,5*25 V R,k = 6,4 kn) n sc = number of self-tapping screws R ax,k = characteristic axial capacity of one nail in kn R bolt,k = characteristic withdrawal capacity of the (anchor)-bolt in kn R lat,k = characteristic lateral load-carrying capacity of one nail in kn k r = factor to calculate the force in the bolt = capacity given in the table R s,k The capacity of a combination of an upper and lower part is given by the lower capacity of both parts. Installation on a timber floor: For the pressure area it may be possible to use screws for the pressure. In this case the calculation for the screws may be done separately according the following system:

112 Page 112 of 118 of European Technical Approval no. ETA-07/0285 A B F-a-5 10 D < 5 washer a bolt F F+4 timber force acting to the screw(s) The force for the screws at the end of the washer may be calculated with the given lever arms. The screws may be placed with a distance of 5 mm from the end of the washer. The force axial to the screw is: F ax,d = F 1,d x (k r 1) as compression F 1 F x k 1 r F x (k -1) 1 r for using 2 screws next to next the force in one screw is the half The distances between the screws and to the edges are to be considered, as given in an approval or according EN1995 or a national standard. A connection to the timber can also be occurring with a HDUFxx next Larger holes are possible for bolts or other fasteners instead of a nail. For this cases the value R 1,k shall be calculate as: nef Rlat, k R1, = min 295 N k Anet 2 mm kmod With A net = (C-G) x t 1 R lat,k is the characteristic lateral load-carrying capacity of the used fastener. HDUF: the hole pattern may be modified as showing below: G G C G t 1 The length of the HDUF may be selected as required for the used fastener.

113 Page 113 of 118 of European Technical Approval no. ETA-07/0285 D67: BETA Product Name BETA alternative names UK France DK D Figure D67-1: Drawings Table D67-1: Size specification Type L mm t mm BETA2/ ,0 BETA2/ ,0 BETA2/ ,0 BETA2/ ,0 BETA2/ ,0 BETA4/ ,0 BETA4/ ,0 BETA4/ ,0 BETA4/ ,0 BETA4/ ,0 Other lengths of the vertical flange are possible, for the same cross section the same capacity is given. Table D67-2: Material specification Material thickness Material Grades S250 GD according to EN 2 ; :2004 Or stainless steel as described Coating specification Pre-galvanized steel min Z275 according to EN10326:2004

114 Page 114 of 118 of European Technical Approval no. ETA-07/0285 Table D67-3: Characteristic capacity The characteristic load-carrying capacity of one Concrete anchor strap is calculated as: R 1, k Ast 0,37 fc, = min nef Rlat, k 223 Agross / k 2/3 k mod / k mod f c,k = characteristic compression strength of the concrete according to EN n ef = n k ef effective number of nails with k ef by EC 5, table 8.1 R lat,k = characteristic lateral capacity of the connector nails A gross = gross area of the vertical flap in mm² k mod = load-duration factor l c = embedment length in concrete in mm A st = embedding face with a minimum l c of 100mm, for a larger l C it will be changed by: A st = A st(table) / 100mm x l c A gross [mm²] A st [mm²] Type BETA2/ BETA2/ BETA2/ BETA2/ BETA2/ BETA4/ BETA4/ BETA4/ BETA4/ BETA4/

115 Page 115 of 118 of European Technical Approval no. ETA-07/0285 D68: HE Anchor Product Name HE alternative names UK France DK D Figure D68-1: Drawings x Ø5 Ø5 Ø13 Ø HE135 Table D68-1: Size specification n/a Table D68-2: Material specification Material thickness Material Grades S250 GD according to EN 2 ; :2004 Or stainless steel as described HE175 Coating specification Pre-galvanized steel min Z275 according to EN10326:2004 HExxx as special Nail pattern: Minimum Maximum HE HE HE XXX 3 22 The size for type HE xxx may be in a range from 115 mm to 315 mm in steps of 20mm The nails shall be placed alternating in height.

116 Page 116 of 118 of European Technical Approval no. ETA-07/0285 Table D68-3: Characteristic capacity The characteristic load-carrying capacity of one HE Anchor is calculated as: R 1, k C Rlat, k = min 8,5kN / k mod R la,k = characteristic lateral capacity of the connector nails / bolt M12 C = the factor from the following table k mod = load-duration factor Table 68-4 Table 68-5 no I p factor of nails [mm²] "C" no I p faktor of bolt [mm²] "C" 2 M ,9

117 Page 117 of 118 of European Technical Approval no. ETA-07/0285 D69: PROFA Product Name PROFA alternative names UK France DK D Figure D69-1: Drawings Ø13 Ø Ø5 m x n x 10 Ø5 35 PROFA198 PROFA158 PROFA Table D69-1: Size specification n/a PROFA159 PROFAxxx PROFA108/158/198 Table D69-2: Material specification Material thickness Material Grades S250 GD according to EN 2 ; :2004 Or stainless steel as described Coating specification Pre-galvanized steel min Z275 according to EN10326:2004 Nail pattern: Minimum Maximum PROFA PROFA PROFA PROFA PROFA XXX 2 28 The size for type PROFA xxx may be in a range from 159 mm to 359 mm in steps of 20mm

118 Page 118 of 118 of European Technical Approval no. ETA-07/0285 The nails shall be placed alternating in height. Table D69-3: Characteristic capacity The characteristic load-carrying capacity of one Profile Anchor is calculated as: For PROFA 108/158/198 (thickness = 3,0 mm) R 1, k n Rla, k = min 6,3kN / k mod For PROFA 159 to PROFA 359 (thickness = 4,0mm) R 1, k n Rla, k = min 9,4kN / k mod For PROFA 159 to PROFA 359 (thickness = 3,0mm) R 1, k n Rla, k = min 7,1kN / k mod For PROFA 159 to PROFA 359 (thickness = 2,0mm in steel ) R 1, k n Rla, k = min 5,65kN / k mod n = number of the nails / connector screws; the nails will be used side by side. R lat,k = characteristic lateral capacity of the connector nail / bolt M12 k mod = load-duration factor