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