TIMBER SCREWS AND DECK FASTENING - 2023 by Rothoblaas

TIMBER SCREWS AND DECK FASTENING TIMBER, CONCRETE, METAL TERRACES AND FAÇADES

Solutions for Building Technology

TIMBER

PARTIALLY THREADED - COUNTERSUNK HEAD

PLATE FASTENING

SHS.................................................. 16

HBS PLATE...................................212

SHS AISI410...................................20

HBS PLATE EVO......................... 222

HTS..................................................26

HBS PLATE A4.............................227

HBS..................................................30

LBS................................................ 228

HBS SOFTWOOD........................ 44

LBS EVO...................................... 234

HBS COIL.......................................50

LBS HARDWOOD...................... 238

HBS EVO........................................52

LBS HARDWOOD EVO............. 244

HBS EVO C5..................................58

LBA............................................... 250

HBS HARDWOOD....................... 60

DWS.............................................. 259

HUS.................................................68 XYLOFON WASHER.....................73

PARTIALLY THREADED - FLANGE HEAD TBS.................................................. 76

CONCRETE

261

TIMBER-TO-CONCRETE

TBS SOFTWOOD........................ 88 CTC.............................................. 262

TBS MAX.........................................92

X V

TBS FRAME....................................98

TC FUSION..................................270

TBS EVO.......................................102 TBS EVO C5.................................108

CONCRETE AND MASONRY

KOP............................................... 110

MBS | MBZ....................................274 SKR EVO | SKS EVO....................276

FULLY THREADED - CYLINDRICAL HEAD

SKR | SKS | SKP............................278

VGZ................................................120 VGZ EVO......................................144 VGZ EVO C5................................152 VGZ HARDWOOD......................154

FULLY THREADED - COUNTERSUNK HEAD VGS................................................164 VGS EVO..................................... 180 VGS EVO C5................................186

METAL

281

TIMBER-TO-METAL SBD............................................... 284 SBS................................................ 292 SBS A2 | AISI304........................ 296 SPP............................................... 298

VGS A4..........................................188 VGU.............................................. 190 RTR................................................196

FASTENING METAL SHEET SBN - SBN A2 | AISI304........... 302 SAR............................................... 304

DOUBLE THREAD

MCS A2 | AISI304...................... 306 DGZ.............................................. 202 DRS............................................... 208 DRT................................................210

MTS A2 | AISI304....................... 308 CPL............................................... 309 WBAZ............................................310

DECKS AND FACADES

313

SCREWS

COMPLEMENTARY PRODUCTS

401

SCREWDRIVERS AND NAILGUNS SCI HCR........................................316

A 12............................................... 402

SCI A4 | AISI316...........................318

A 18 | ASB 18............................... 402

SCI A2 | AISI304......................... 320

KMR 3373.................................... 403

KKT COLOR A4 | AISI316..........324

KMR 3372.................................... 403

KKT A4 | AISI316........................ 328

KMR 3352....................................404

KKT COLOR.................................332

KMR 3338....................................404

FAS A4 | AISI316......................... 336

KMR 3371.................................... 405

KKZ A2 | AISI304........................ 338

B 13 B........................................... 405

KKZ EVO C5............................... 342

ANKER NAILGUNS....................406

EWS AISI410 | EWS A2.............. 344

D 38 RLE...................................... 407

KKF AISI410................................. 348

ACCESSORIES AND TEMPLATES

KKA AISI410.................................352

CATCH.........................................408

KKA COLOR................................ 354

TORQUE LIMITER.....................408

CLIPS

JIG VGU....................................... 409 FLAT | FLIP.................................. 356

JIG VGZ 45°................................ 409

SNAP............................................ 360

BIT STOP......................................410

TVM.............................................. 362

DRILL STOP.................................410

GAP.............................................. 366

JIG ALU STA................................. 411

TERRALOCK............................... 370

COLUMN...................................... 411 BEAR.............................................412

SUBSTRUCTURE

CRICKET.......................................412 JFA.................................................374 SUPPORT.....................................378

LIFTING

ALU TERRACE............................ 386 WASP.............................................413

GROUND COVER.......................392

RAPTOR........................................413

NAG...............................................392 GRANULO....................................393 TERRA BAND UV....................... 394 PROFID........................................ 394

DRILL BITS AND BITS

STAR............................................. 394

LEWIS............................................414

SHIM............................................. 395

SNAIL HSS....................................415

SHIM LARGE............................... 395

SNAIL PULSE...............................416

FASTENERS FOR INSULATION

BIT................................................. 417

THERMOWASHER..................... 396 ISULFIX..........................................397 WRAF........................................... 398

CONTENTS

6 | MADE TO CONNECT

Made to connect HEADQUARTERS • product development • certification • quality check

MANUFACTURING PLANT

INCREASINGLY FAST, SECURE, TECHNOLOGICAL CONNECTIONS We have a new plant in Italy that enhances the development, production and distribution of screws and connectors. We have supported timber construction for more than 30 years because we believe it is the right way to build a better future. We design in Alto Adige, we produce in Italy and around the

world, we export everywhere. Our screws are associated with a unique identification code that guarantees traceability from raw material to marketing. Connecting worlds, materials and people is what we do best, ever since.

rothoblaas.com

MADE TO CONNECT | 7

SERVICE CLASSES

The service classes are related to the thermo-hygrometric conditions of the environment in which a timber structural element is installed. They relate the temperature and humidity of the surroundings to the water content within the material.

SC1

SC2

SC3

SC4

internal

external but covered

external exposed

external in contact

elements within insulated and conditioned buildings

sheltered elements (i.e. not directly exposed to rain or precipitation), in uninsulated and unconditioned structures

elements directly exposed to the weather and not permanently exposed to water

elements immersed in soil or water (e.g. foundation piles and marine structures)

65%

85%

95%

(12%)

(20%)

(24%)

saturated

EXPOSURE

MOISTURE LEVEL atmospheric/timber

ATMOSPHERIC CORROSIVITY

rare condensation

occasional condensation

frequent condensation

permanent condensation

> 10 km from the coast

from 10 to 3 km from 3 to 0,25 km from the coast from the coast

CLASSES

MOISTURE

Corrosion caused by the atmosphere depends on relative humidity, air pollution, chloride content and whether the connection is internal, external protected or external. Exposure is described by the CE category which is based on category C as defined in EN ISO 9223. Atmospheric corrosivity only affects the exposed part of the connector.

DISTANCE FROM THE SEA

POLLUTION

WOOD CORROSIVITY

< 0,25 km from the coast

very low

low

average

high

very high

deserts, central arctic/antarctic

rural areas with little pollution, small towns

urban and industrial areas with medium pollution

highly polluted urban and industrial area

environment with very high industrial pollution

any

pH > 4

pH ≤ 4

any

"standard" timbers low acidity and no treatment

“aggressive” woods high acidity and/or treated

CLASSES

Corrosion caused by wood depends on the wood species, wood treatment and moisture content. Exposure is defined by the TE category as indicated. The corrosivity of wood only affects the connector part inserted in the wooden element.

TIMBER pH AND TREATMENT

MOISTURE CONTENT OF THE WOOD

SERVICE CLASS

LEGEND:

≤ 10%

10% <

SC1

≤ 16%

SC2

use according to regulations

For further information, see SMARTBOOK TIMBER SCREWS at www.rothoblaas.com.

8 | SMARTBOOK TIMBER SCREWS

16% <

SC3

≤ 20%

SC3

> 20%

SC4

Rothoblaas experience

HOW MUCH DO WE KNOW ABOUT SCREWS? Theory, practice, experimental campaigns: putting it all together on screws takes years of lectures, workshops and construction sites. We make it available to you in 70 pages that are extra catalogue. Because our experience is in your hands. Scan the QR code to download the smartbook rothoblaas.com

COMPLETE RANGE

HEADS AND TIPS HEAD TYPE

TIP TYPE COUNTERSUNK WITH RIBS HBS, HBS COIL, HBS EVO C4/C5, HBS S, VGS, VGS EVO C4/C5, VGS A4, SCI A2/A4, SBS, SPP, MBS

3 THORNS HBS, HTS, HBS COIL, HBS EVO C4/C5, HBS PLATE, HBS PLATE EVO, TBS, TBS MAX, TBS EVO C4/C5, TBS FRAME, VGZ, VGZ EVO C4/C5, VGS, VGS EVO C4/C5, DGZ, CTC, SHS, SHS AISI410, KKF AISI410, SCI A2

FLANGE

SELF-DRILLING

TBS , TBS MAX, TBS EVO C4/C5, TBS S, FAS A4

VGZ , VGS, VGS A4

FLAT FLANGE

LBS, LBS EVO, DRS, DRT, DWS, DWS COIL, MCS A2, KKT COLOR A4, KKT A4, EWS A2, EWS AISI410, SCI HCR, SCI A4, FAS

SHARP

TBS FRAME

COUNTERSUNK SMOOTH

SHARP SAW

HTS, DRS, DRT, SKS EVO, SBS A2, SBN, SBN A2, SCI HCR

HBS S, TBS S

COUNTERSUNK 60°

SHARP SAW NIBS (RBSN)

SHS, SHS AISI410, HBS H

VGS

ROUND

SHARP 2 CUT

LBS, LBS EVO, LBS H, LBS H EVO

KKT COLOR

HEXAGONAL

STANDARD FOR WOOD

KOP, SKR EVO, VGS, VGS EVO, MTS A2, SAR

MBS, MBZ, KOP, MTS A2

CONE-SHAPED

HARD WOOD TIMBER

KKT A4 COLOR, KKT A4, KKT COLOR

HBS H, VGZ H

PAN HEAD

HARD WOOD (STEEL - to - TIMBER)

HBS P, HBS P EVO, KKF AISI410

LBS H, LBS H EVO

REINFORCED PAN HEAD

HARD WOOD (DECKING)

HBS PLATE, HBS PLATE EVO, HBS PLATE A4

KKZ A2, KKZ EVO C5

CONVEX

CONCRETE

EWS A2, EWS AISI410, MCS A2

SKR EVO, SKS EVO

CYLINDRICAL

METAL (TAPERED TIP)

VGZ, VGZ EVO C4/C5, VGZ H, DGZ, CTC, MBZ, SBD, KKZ A2, KKZ EVO C5, KKA AISI410, KKA COLOR

SBD

BUGLE

SBS, SBS A2, SPP

METAL (WITH FINS) DWS, DWS COIL

METAL (WITHOUT FINS) SBD, SBN, SBN A2, KKA AISI 410, KKA COLOR

10 | COMPLETE RANGE

RESEARCH & DEVELOPMENT

3 THORNS TIP

Extensive test campaigns carried out in Rothoblaas' own laboratories and at external institutions on softwood, hardwood and LVL have resulted in the development of a performing product in every respect.

Thanks to the 3 THORNS tip, minimum installation distances are reduced. More screws can be used in less space and larger screws in smaller elements. Costs and time for project implementation are reduced.

Featuring raised slitting elements and an umbrella thread reaching the end, the 3 THORNS tip ensures a quick initial grip and easy installation, reduces torsional stress on the screw and minimises timber damage. The aesthetic finish is optimal.

Thanks to its counter-threaded slitting elements, the 3 THORNS tip facilitates insertion of the screw into the grains without damaging them. It acts as a guide hole, allowing the reduction of edge distances and screw spacing. At the same time, it prevents wooden element's cracking and mechanisms of brittle failure of the connection.

REDUCTION OF MINIMUM DISTANCES

EASY AND FAST INSTALLATION

D The sequence represents the test procedure for the evaluation of minimum distances for axially stressed screws according to EAD 130118-01-0603.

LEGEND A standard tip B standard tip (with pre-drilled hole) C 3 THORNS tip D self-drilling tip

The test is performed by tightening the screw, unscrewing it after 24 hours and filling the hole with dye to check its diffusion inside the wooden element. The portion of wood affected by the insertion of the screw is proportional to the red area.

The picture shows the insertion of screws with different tips and shows the change in pull-through depth after 1.0 second of tightening.

To be inserted, the screw must overcome the strength force of the wood. The screwing force, measured through the insertion moment (Mins), is only minimised if the tip is performing.

A B

Mins

C D

Lins

A standard tip

B standard tip (with pre-drilled hole)

C 3 THORNS tip

D self-drilling tip

100%

The graph shows the development of the insertion moment for screws with different geometric characteristics of the drill bit and the same boundary conditions (screw diameter, thread length and type, timber substrate material, applied force) as a function of the penetration length (Lins).

The accumulated torsional stress on the screw with a 3 THORNS tip (C) during its insertion is significantly lower than in the case of screws with standard tips (A) and is close to the screwing with pre-drilling hole (B).

The 3 THORNS tip (C) exhibits similar behaviour to that of the standard screw inserted with pre-drilling hole (B), tending towards the case of the self-drilling tip screw (D).

RESEARCH & DEVELOPMENT | 11

COMPLETE RANGE

MATERIALS AND COATINGS

colour

CARBON STEEL WITH COATING C5

C5 EVO ANTI-CORROSION COATING

EVO COATING

Multi-layer coating capable of withstanding outdoor environments classified C5 according to ISO 9223. Salt spray exposure time (SST) according to ISO 9227 greater than 3000h (test carried out on screws previously screwed and unscrewed in Douglas fir).

C4 EVO ANTI-CORROSION COATING

EVO COATING

ORGANIC COATING

ELECTRO PLATED

Inorganic-based multilayer coating with a functional outer layer of epoxy matrix with aluminium flakes. Suitability for atmospheric corrosivity class C4 proven by RISE.

ORGANIC ANTI-CORROSION COATING Coloured organic-based coating that provides excellent resistance to atmospheric and wood corrosive agents in outdoor applications.

ELECTROLYTIC GALVANIZING Coating consisting of a layer of electrolytic galvanizing with Cr passivation; standard for most connectors.

STAINLESS STEEL HCR

HIGH CORROSION RESISTANT - CRC V Austenitic stainless steel. It is characterised by high molybdenum and low carbon content. It offers very high resistance to general corrosion, stress corrosion cracking, intergranular corrosion and pitting. The appropriate choice for exposed fasteners in indoor pools.

STAINLESS STEEL A4 | AISI316 - CRC III

STAINLESS STEEL - A2 | AISI304 - CRC II

STAINLESS STEEL - A2 | AISI305 - CRC II

410

AISI410 STAINLESS STEEL

AISI 316

AISI 304

AISI 305

AISI

LEGEND:

Austenitic stainless steel. The presence of molybdenum provides high resistance to generalised and crevice corrosion.

Austenitic stainless steel. It is the most common of the austenitic steels. It offers an excellent level of protection against generalised corrosion.

Austenitic stainless steel similar to A2 | AISI304. This alloy contains slightly more carbon than A2 | AISI304, making it more workable in production.

Martensitic stainless steel, characterised by its high carbon content. Suitable for outdoor applications (SC3). This stainless steels offers the highest mechanical performance compared to the other available stainless steels. C

atmospheric corrosivity classes

Rothoblaas experience

wood corrosivity classes

Rothoblaas experience

Atmospheric corrosivity classes defined according to EN 14592:2022 based on EN ISO 9223 and EN 1993-1-4:2014 (for stainless steel, an equivalent atmospheric corrosivity class was determined considering only the influence of chlorides and without a cleaning maintenance). Wood corrosivity classes according to EN 14592:2022.

For further information, see SMARTBOOK TIMBER SCREWS at www.rothoblaas.com.

12 | COMPLETE RANGE

RESEARCH & DEVELOPMENT

EVO COATINGS

Rothoblaas research projects result in coatings that meet the most complex market requirements. Our goal is to offer stateof-the-art fastening solutions that guarantee uncompromising mechanical strength and corrosion resistance.

C4 EVO

C5 EVO

Atmospheric corrosivity class C4: areas with a high concentration of pollutants, salts or chlorides. For example, heavily polluted urban and industrial areas and coastal zones.

Atmospheric corrosivity class C5: areas with a very high concentration of salts, chlorides or corrosive agents from production processes. For example, places by the sea or areas of high industrial pollution.

EVO COATING

Inorganic-based multilayer coating with a functional outer layer of epoxy matrix with aluminium flakes. C5

1440 h

EVO COATING

Organic-based multilayer coating with a functional layer. The top-coat has a sealing function, which delays the start of the corrosion reaction.

> 3000 h

t=0h

Hours of exposure in salt spray test according to EN ISO 9227:2012 in the absence of red rust.

t=0h

Hours of exposure in salt spray test according to EN ISO 9227:2012 in the absence of red rust carried out on previously screwed and unscrewed Douglas fir screws. t = 1440 h

t = > 3000 h

DISTANCE FROM THE SEA RESISTANCE TO CHLORIDE EXPOSURE(1)

C4 EVO anti-corrosion coating(2)

C5 EVO anti-corrosion coating(2)

EVO COATING

distance from the sea

10 km

3 km

1 km

0,25 km

(1) C4 and C5 are defined according to EN 14592:2022 based on EN ISO 9223. (2) EN 14592:2022 currently limits the service life of alternative coatings to 15 years.

RESEARCH & DEVELOPMENT | 13

TIMBER

SHS

VGS

60° COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

FULLY THREADED SCREW WITH COUNTERSUNK OR HEXAGONAL HEAD. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 164

SHS AISI410 60° COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

VGS EVO

HTS

FULLY THREADED SCREW WITH COUNTERSUNK OR HEXAGONAL HEAD. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 180

FULLY THREADED COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . 26

HBS COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30

HBS SOFTWOOD COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44

HBS COIL HBS BOUND SCREWS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50

HBS EVO

VGS EVO C5 FULL THREAD CONNECTOR WITH COUNTERSUNK HEAD. . . . 186

VGS A4 FULL THREAD CONNECTOR WITH COUNTERSUNK HEAD. . . . 188

VGU 45° WASHER FOR VGS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 190

RTR STRUCTURAL REINFORCEMENT SYSTEM . . . . . . . . . . . . . . . . . . 196

COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52

HBS EVO C5 COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 58

HBS HARDWOOD COUNTERSUNK SCREW FOR HARDWOODS. . . . . . . . . . . . . . . . . 60

HUS TURNED WASHER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 68

DGZ DOUBLE THREADED SCREW FOR INSULATION . . . . . . . . . . . . . 202

DRS TIMBER-TO-TIMBER SPACER SCREW. . . . . . . . . . . . . . . . . . . . . . .208

DRT TIMBER-BRICKWORK SPACER SCREW . . . . . . . . . . . . . . . . . . . . . 210

XYLOFON WASHER SEPARATING WASHER FOR SCREWS. . . . . . . . . . . . . . . . . . . . . . . . 73

HBS PLATE PAN HEAD SCREW FOR PLATES. . . . . . . . . . . . . . . . . . . . . . . . . . . 212

TBS FLANGE HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 76

TBS SOFTWOOD FLANGE HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 88

TBS MAX XL FLANGE HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 92

TBS FRAME FLAT FLANGE HEAD SCREW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98

TBS EVO FLANGE HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102

TBS EVO C5 FLANGE HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108

KOP COACH SCREW DIN571 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110

VGZ

HBS PLATE EVO PAN HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 222

HBS PLATE A4 PAN HEAD SCREW FOR PLATES. . . . . . . . . . . . . . . . . . . . . . . . . . . 227

LBS ROUND HEAD SCREW FOR PLATES. . . . . . . . . . . . . . . . . . . . . . . . 228

LBS EVO ROUND HEAD SCREW FOR PLATES. . . . . . . . . . . . . . . . . . . . . . . . 234

LBS HARDWOOD ROUND HEAD SCREW FOR PLATES ON HARDWOODS. . . . . . . 238

LBS HARDWOOD EVO ROUND HEAD SCREW FOR PLATES ON HARDWOODS. . . . . . . 244

LBA HIGH BOND NAIL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 250

DWS DRYWALL SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 259

FULL THREADED SCREWWITH CYLINDRICAL HEAD . . . . . . . . . 120

VGZ EVO FULLY THREADED SCREW WITH CYLINDRICAL HEAD. . . . . . . . 144

VGZ EVO C5 FULLY THREADED SCREW WITH CYLINDRICAL HEAD. . . . . . . . 152

VGZ HARDWOOD FULLY THREADED SCREW FOR HARDWOODS . . . . . . . . . . . . . . 154

TIMBER | 15

SHS

ETA-11/0030

UKTA-0836 22/6195

ETA-11/0030

60° COUNTERSUNK SCREW SMALL HEAD AND 3 THORNS TIP The 60° head and 3 THORNS tip allow easy insertion of the screw into small thickness without creating openings in the timber.

ENLARGED IMPRESSION Compared to common carpentry screws, it has a larger Torx cavity: TX 25 for Ø4 and 4.5, TX 30 for Ø5. It is the right screw for users requiring strength and precision.

FASTENING ON TONGUE AND GROOVE BOARDS For fixing beads or small elements, the 3.5 mm diameter version is perfectly suited for application in joints.

BIT INCLUDED

DIAMETER [mm] 3

3,5

LENGTH [mm] 12

120

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

Ø3,5

Ø4 - Ø4,5 - Ø5

ELECTRO PLATED

electrogalvanized carbon steel

FIELDS OF USE • • • • • • •

16 | SHS | TIMBER

tongue-and-groove boards timber based panels fibreboard, MDF, HDF and LDF plated and melamine faced panels solid timber glulam (Glued Laminated Timber) CLT and LVL

1000

CODES AND DIMENSIONS d1

CODE

[mm]

SHS3530( * )

500

SHS440

500

SHS3540( * )

500

SHS450

400

SHS3550( * )

500

SHS460

200

SHS3560( * )

500

SHS470

200

SHS4550

200

SHS4560

200

SHS4570

200

SHS550

200

SHS560

200

SHS570

200

SHS580

200

[mm]

3,5 TX 10

pcs

CODE

[mm]

4 TX 25

( * ) Not holding CE marking.

4,5 TX 25

5 TX 30

[mm]

pcs

SHS590

200

SHS5100

100

200

SHS5120

120

200

GEOMETRY AND MECHANICAL CHARACTERISTICS SHS Ø3,5

SHS Ø4 - Ø4,5 - Ø5

A dS

dS dK

SHS

d2 d1

60°

XXX

d2 d1

60° b

b L

GEOMETRY Nominal diameter

[mm]

3,5

4,5

Head diameter

[mm]

5,75

8,00

9,00

10,00

Thread diameter

[mm]

2,30

2,55

2,80

3,40

Shank diameter

[mm]

2,65

2,75

3,15

3,65

Pre-drilling hole diameter(1)

dV,S

[mm]

2,0

2,5

3,0

Pre-drilling hole diameter(2)

dV,H

[mm]

3,5

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

4,5

Tensile strength

ftens,k

[kN]

5,0

6,4

7,9

Yield moment

My,k

[Nm]

3,0

4,1

5,4

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

Withdrawal resistance parameter

fax,k

[N/mm2]

11,7

15,0

29,0

Head-pull-through parameter

fhead,k [N/mm2]

10,5

20,0

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

TIMBER | SHS | 17

MINIMUM DISTANCES FOR SHEAR LOADS ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

5∙d

a3,t

[mm]

15∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

a4,c

[mm]

5∙d

10∙d

4,5

α=90°

[mm]

10∙d

[mm]

5∙d

[mm]

5∙d

15∙d

a3,t

[mm]

10∙d

a3,c

[mm]

10∙d

5∙d

a4,t

[mm]

7∙d

10∙d

5∙d

a4,c

[mm]

5∙d

4,5

5 5∙d

α = load-to-grain angle d = d1 = nominal screw diameter

screws inserted WITH pre-drilled hole

α=0°

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

5∙d

4,5

[mm]

4∙d

[mm]

4∙d

a3,t

[mm]

7∙d

a3,c

[mm]

7∙d

3∙d

a4,t

[mm]

3∙d

a4,c

[mm]

5∙d

α=90° 4

4,5

4∙d

7∙d

5∙d

7∙d

3∙d

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2

unloaded end 90° < α < 270°

F a3,t

unload edge 180° < α < 360°

F α

a1 a1

stressed edge 0° < α < 180°

F α

a4,t

F a4,c

a3,c

NOTE on page 19.

EFFECTIVE NUMBER FOR SHEAR LOADS The load-bearing capacity of a connection made with several screws, all of the same type and size, may be lower than the sum of the load-bearing capacities of the individual connection system. For a row of n screws arranged parallel to the direction of the grain at a distance a1 , the characteristic effective load-bearing capacity is equal to:

Ref,V,k

a1 a1

Ref,V,k = nef RV,k

The nef value is given in the table below as a function of n and a1 .

2 3 4 5

4∙d 1,41 1,73 2,00 2,24

5∙d 1,48 1,86 2,19 2,49

6∙d 1,55 2,01 2,41 2,77

7∙d 1,62 2,16 2,64 3,09

( * ) For intermediate a values a linear interpolation is possible. 1

18 | SHS | TIMBER

8∙d 1,68 2,28 2,83 3,34

a 1( * ) 9∙d 1,74 2,41 3,03 3,62

10∙d 1,80 2,54 3,25 3,93

11∙d 1,85 2,65 3,42 4,17

12∙d 1,90 2,76 3,61 4,43

13∙d 1,95 2,88 3,80 4,71

≥ 14∙d 2,00 3,00 4,00 5,00

STRUCTURAL VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

timber-to-timber ε=90°

timber-to-timber ε=0°

RV,90,k

RV,0,k

SPAN

[kN]

[mm]

0,83 0,91 0,99 0,99 1,06 1,18 1,22 1,29 1,46 1,46 1,46 1,46 1,46 1,46

0,51 0,62 0,69 0,77 0,69 0,79 0,86 0,73 0,81 0,88 0,96 1,05 1,13 1,17

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

RV,k

Rax,90,k

Rax,0,k

Rhead,k

[kN]

0,84 0,84 0,84 0,84 1,06 1,06 1,06 1,20 1,20 1,20 1,20 1,20 1,20 1,20

1,21 1,52 1,77 2,02 1,70 1,99 2,27 1,52 1,89 2,21 2,53 2,84 3,16 3,79

0,36 0,45 0,53 0,61 0,51 0,60 0,68 0,45 0,57 0,66 0,76 0,85 0,95 1,14

0,73 0,73 0,73 0,73 0,92 0,92 0,92 1,13 1,13 1,13 1,13 1,13 1,13 1,13

panel-to-timber

SPAN

geometry

TENSION

A L b d1

[mm] [mm] [mm] [mm]

4,5

40 50 60 70 50 60 70 50 60 70 80 90 100 120

24 30 35 40 30 35 40 24 30 35 40 45 50 60

16 20 25 30 20 25 30 26 30 35 40 45 50 60

ε = screw-to-grain angle

GENERAL PRINCIPLES

NOTES

• Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector.

• Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030. • Sizing and verification of the timber elements and panels must be done separately. • The screws must be positioned in accordance with the minimum distances. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • Shear strengths were calculated considering the threaded part fully inserted in the second element. • The characteristic panel-timber shear strengths are calculated considering an OSB3 or OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN and density ρk = 500 kg/m3. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The head pull-through characteristic strength was calculated using timber elements.

• The characteristic panel-timber shear strengths were evaluated considering an angle ε of 90° between the grains of the timber element and the connector. • The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength on the table (timber-to-timber shear and tensile) can be converted by the kdens coefficient.

R’V,k = kdens,v RV,k R’ax,k = kdens,ax Rax,k R’head,k = kdens,ax Rhead,k ρk

[kg/m3 ]

350

380

385

405

425

430

440

C-GL

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

kdens,ax

0,92

0,98

1,00

1,04

1,08

1,09

1,11

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

MINIMUM DISTANCES NOTES • The minimum distances comply with the EN 1995:2014 standard in accordance with ETA-11/0030. • The minimum spacing for all panel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,85.

• In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5.

TIMBER | SHS | 19

SHS AISI410

ETA-11/0030

UKTA-0836 22/6195

ETA-11/0030

60° COUNTERSUNK SCREW SMALL HEAD AND 3 THORNS TIP The concealed 60° head and 3 THORNS tip allow easy insertion of the screw into small thickness without creating openings in the timber.

OUTDOOR ON ACID WOOD Martensitic stainless steel. This stainless steels offers the highest mechanical performance compared to the other available stainless steels. Suitable for outdoor applications and on acid wood, but away from corrosive agents (chlorides, sulphides, etc.).

SMALL ELEMENTS FASTENING The smaller diameter versions are ideal for fixing beads or small elements, the 3.5 mm diameter version is perfectly suited for fastening tongue-and-groove boards.

SHS XS

SHS N

BIT INCLUDED

DIAMETER [mm]

LENGTH [mm]

3,5

8 40

12 280

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

410 AISI

1000

martensitic stainless steel AISI 410 SHS

FIELDS OF USE • • • • •

20 | SHS AISI410 | TIMBER

timber based panels solid timber glulam (Glued Laminated Timber) CLT, LVL high-density woods and acid woods

WINDOWS AND DOORS ON THE OUTSIDE SHS AISI140 is the right choice for fastening small outdoor elements such as beads, façades and window/door frames.

TIMBER | SHS AISI410 | 21

External casing slats fixed with 6 and 8 mm diameter SHS AISI410 screws.

Fastening hardwood and acid wood in farfrom-sea environments with SHS AISI410 8 mm diameter.

GEOMETRY AND MECHANICAL CHARACTERISTICS SHSAS Ø3,5

SHSAS Ø4,5 - Ø5 - Ø6 - Ø8

A dS dK

d2 d1

60°

XXX

HSAS

d2 d1

60° b

b L

GEOMETRY Nominal diameter

[mm]

3,5

4,5

Head diameter

[mm]

Thread diameter

[mm]

5,75

7,50

8,50

11,00

13,00

2,15

2,80

3,40

3,95

5,40

Shank diameter

[mm]

2,50

3,15

3,65

4,30

5,80

Pre-drilling hole diameter(1)

dV,S

[mm]

2,0

2,5

3,0

4,0

5,0

Pre-drilling hole diameter(2)

dV,H

[mm]

3,5

4,0

6,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

4,5

Tensile strength

ftens,k

[kN]

6,4

7,9

11,3

20,1

Yield moment

My,k

[Nm]

4,1

5,4

9,5

20,1

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

[N/mm2]

11,7

15,0

29,0

fhead,k [N/mm2]

10,5

20,0

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

Withdrawal resistance parameter Head-pull-through parameter

fax,k

For applications with different materials please see ETA-11/0030.

22 | SHS AISI410 | TIMBER

CODES AND DIMENSIONS SHS XS AISI410 d1 [mm] 3,5 TX 10

4,5 TX 20

5 TX 25

SHS AISI410 CODE

L [mm]

b [mm]

A [mm]

pcs

500

SHS680AS

100

CODE

L [mm]

b [mm]

A [mm]

pcs

SHS3540AS( * )

d1 [mm]

SHS3550AS( * )

500

SHS6100AS

100

SHS3560AS( * )

500

SHS6120AS

120

100

6 TX 30

SHS4550AS

500

SHS6140AS

140

100

SHS4560AS

500

SHS6160AS

160

100

SHS4570AS

200

SHS6180AS

180

105

100

SHS550AS

200

SHS6200AS

200

125

100

SHS560AS

200

SHS8120AS

120

100

SHS570AS

100

SHS8140AS

140

100

SHS580AS

100

SHS8160AS

160

100

SHS5100AS

100

SHS8180AS

180

100

SHS8200AS

200

120

100

SHS8220AS

220

140

100

SHS8240AS

240

160

100

SHS8260AS

260

180

100

SHS8280AS

280

200

100

8 TX 40

( * ) Not holding CE marking.

SHS N AISI410 - black version d1 [mm]

CODE

4,5 TX 20 5 TX 25

L [mm]

b [mm]

A [mm]

pcs

SHS4550ASN

100

SHS4560ASN

100

SHS550ASN

100

SHS560ASN

200

APPLICATION Oak Quercus petraea

Oak or European oak Quercus robur

Douglas fir Pseudotsuga menziesii

American black cherry Prunus serotina

ρk pH ~ 3,9

ρk pH = 3,4-4,2

ρk pH = 3,3-5,8

ρk = 490-630 kg/m3 pH ~ 3,9

European chestnut Castanea sativa

Red oak Quercus rubra

Blue Douglas fir Pseudotsuga taxifolia

Maritime pine Pinus pinaster

= 665-760 kg/m3

ρk = 580-600 kg/m3 pH = 3,4-3,7

= 690-960 kg/m3

ρk = 550-980 kg/m3 pH = 3,8-4,2

= 510-750 kg/m3

ρk = 500-620 kg/m3 pH ~ 3,8

ρk = 510-750 kg/m3 pH = 3,1-4,4

Possible installation on acid wood but away from corrosive agents (chlorides, sulphides, etc.). Find out the pH and density of the various wood species on page 314.

pH ≤ 4

pH > 4

“aggressive” woods high acidity

"standard" timbers low acidity

FAÇADES IN DARK TIMBER Specially designed to match façades made of charred wood, the black SHS N variant ensures perfect compatibility and offers an excellent aesthetic result. Thanks to its strength to corrosion, it can be used outdoors, allowing to create striking and long-lasting black façades.

TIMBER | SHS AISI410 | 23

MINIMUM DISTANCES FOR SHEAR LOADS ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

4,5

[mm]

5∙d

a3,t

[mm]

15∙d

a3,c

[mm]

10∙d

a4,t

[mm]

a4,c

[mm]

α=90°

[mm]

10∙d

[mm]

5∙d

[mm]

5∙d

15∙d

120

a3,t

[mm]

10∙d

a3,c

[mm]

10∙d

5∙d

a4,t

[mm]

7∙d

10∙d

5∙d

a4,c

[mm]

5∙d

10∙d

4,5 5∙d

[mm]

α=0°

4,5 15∙d

15∙d

420 kg/m3 ≤ ρk ≤ 500 kg/m3

screws inserted WITHOUT pre-drilled hole

5∙d

[mm]

120

[mm]

α=90°

4,5 7∙d

7∙d

[mm]

7∙d

[mm]

7∙d

a3,t

[mm]

20∙d

100

120

160

a3,t

[mm]

15∙d

120

a3,c

[mm]

15∙d

120

a3,c

[mm]

15∙d

120

a4,t

[mm]

7∙d

a4,t

[mm]

9∙d

12∙d

a4,c

[mm]

7∙d

a4,c

[mm]

7∙d

screws inserted WITH pre-drilled hole

α=0°

4,5

α=90°

[mm]

5∙d

[mm]

4∙d

4,5 18

4∙d

[mm]

3∙d

[mm]

4∙d

a3,t

[mm]

12∙d

a3,t

[mm]

7∙d

a3,c

[mm]

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,t

[mm]

5∙d

7∙d

a4,c

[mm]

3∙d

a4,c

[mm]

3∙d

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

F a4,c

a3,c

NOTES • The minimum distances comply with the EN 1995:2014 standard in accordance with ETA-11/0030. • The minimum spacing for all panel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,85. • In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5.

24 | SHS AISI410 | TIMBER

STRUCTURAL VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR timber-to-timber

panel-to-timber

thread withdrawal

head pull-through

Rax,90,k

Rhead,k

SPAN

geometry

TENSION

A L b d1

[mm] [mm] [mm] [mm] 4,5

50 60 70 50 60 70 80 100 80 100 120 140 160 180 200 120 140 160 180 200 220 240 260 280

30 35 40 24 30 35 40 50 40 50 60 75 75 75 75 60 60 80 80 80 80 80 80 80

20 25 30 26 30 35 40 50 40 50 60 65 85 105 125 60 80 80 100 120 140 160 180 200

RV,90,k

SPAN

RV,k

[kN]

[mm]

[kN]

1,01 1,01 1,01 1,14 1,14 1,14 1,14 1,14 1,60 1,60 1,60 1,60 1,60 1,60 1,60 2,48 2,48 2,48 2,48 2,48 2,48 2,48 2,48 2,48

1,70 1,99 2,27 1,52 1,89 2,21 2,53 3,16 3,03 3,79 4,55 5,68 5,68 5,68 5,68 6,06 6,06 8,08 8,08 8,08 8,08 8,08 8,08 8,08

0,64 0,64 0,64 0,82 0,82 0,82 0,82 0,82 1,37 1,37 1,37 1,37 1,37 1,37 1,37 1,92 1,92 1,92 1,92 1,92 1,92 1,92 1,92 1,92

0,99 1,11 1,15 1,21 1,38 1,38 1,38 1,38 2,01 2,01 2,01 2,01 2,01 2,01 2,01 3,16 3,16 3,16 3,16 3,16 3,16 3,16 3,16 3,16

GENERAL PRINCIPLES • Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030. • Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

• The characteristic panel-timber shear strengths are calculated considering an OSB3 or OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN and density ρk = 500 kg/m3. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The head pull-through characteristic strength was calculated using timber elements.

NOTES • The characteristic shear and tensile strengths were evaluated considering both an ε angle of 90° (Rax,90,k) between the grains of the timber element and the connector.

• The screws must be positioned in accordance with the minimum distances.

• For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different values of ρ k , the strength values in the table can be converted by the kdens,V coefficient (see page 19).

• For a row of n screws arranged parallel to the direction of the grain at a distance a1 , the characteristic effective shear bearing capacity Ref,V,k can be calculated by means of the effective number nef (see page 18).

• The characteristic shear strengths were evaluated by considering the threaded part fully inserted in the second element.

TIMBER | SHS AISI410 | 25

HTS

EN 14592

FULLY THREADED COUNTERSUNK SCREW 3 THORNS TIP Thanks to the 3 THORNS tip, the screw can be installed without pre-drilling hole on even very thin joinery and furniture wood, such as melamine-faced panels, plated panels or MDF.

FINE THREAD A fine thread is ideal for utmost screwing precision, even on MDF panels. The cavity for the Torx bit ensures stability and security.

LONG THREAD The thread is 80% the length of the screw and the smooth part under head guarantees maximum coupling efficiency with fibreboard panels.

BIT INCLUDED

DIAMETER [mm] 3 3

LENGTH [mm] 12 12

1000

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

ELECTRO PLATED

electrogalvanized carbon steel

FIELDS OF USE • • • • • •

26 | HTS | TIMBER

timber based panels fibreboard, MDF, HDF and LDF plated and melamine faced panels solid timber glulam (Glued Laminated Timber) CLT and LVL

CODES AND DIMENSIONS d1

CODE

[mm]

3 TX 10

3,5 TX 15

4 TX 20

HTS312( * ) HTS316( * ) HTS320 HTS325 HTS330 HTS3516( * ) HTS3520( * ) HTS3525 HTS3530 HTS3535 HTS3540 HTS3550 HTS420( * ) HTS425 HTS430 HTS435

[mm]

12 16 20 25 30 16 20 25 30 35 40 50 20 25 30 35

6 10 14 19 24 10 14 19 24 27 32 42 14 19 24 27

pcs

CODE

[mm] 500 500 1000 1000 1000 1000 1000 1000 500 500 500 400 1000 1000 500 500

4 TX 20

4,5 TX 20

5 TX 25

HTS440 HTS445 HTS450 HTS4530 HTS4535 HTS4540 HTS4545 HTS4550 HTS530 HTS535 HTS540 HTS545 HTS550 HTS560 HTS570 HTS580

[mm]

pcs

40 45 50 30 35 40 45 50 30 35 40 45 50 60 70 80

32 37 42 24 27 32 37 42 24 27 32 37 42 50 60 70

500 400 400 500 500 400 400 200 500 400 200 200 200 200 100 100

( * ) Not holding CE marking.

GEOMETRY AND MECHANICAL CHARACTERISTICS

HTS

dS d2 d1

90° b

t1 L Nominal diameter

[mm]

3,5

4,5

Head diameter

[mm]

6,00

7,00

8,00

8,80

9,70

Thread diameter

[mm]

2,00

2,20

2,50

2,80

3,20

Shank diameter

[mm]

2,20

2,45

2,75

3,20

3,65

Head thickness

[mm]

2,20

2,40

2,70

2,80

Pre-drilling hole diameter(1)

[mm]

2,0

2,5

3,0

Characteristic tensile strength

ftens,k

[kN]

4,2

4,5

5,5

7,8

11,0

Characteristic yield moment

My,k

[Nm]

2,2

2,7

3,7

5,8

8,8

Characteristic withdrawal-resistance parameter

fax,k

[N/mm2]

18,5

17,9

17,1

17,0

15,5

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter

fhead,k [N/mm2]

26,0

25,1

24,1

23,1

22,5

Associated density

ρa

350

[kg/m3]

(1) For high density materials, pre-drilled holes are recommended based on the wood specie.

HINGES AND FURNITURE The total thread and countersunk head geometry are ideal for fastening metal hinges when building furniture. Ideal for use with single bit (included in the package), easily exchanged in the driver bit holder. The new self-perforating tip increases the initial grip capacity of the screw.

TIMBER | HTS | 27

MINIMUM DISTANCES FOR SHEAR LOADS ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

5∙d

a3,t

[mm]

15∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

a4,c

[mm]

5∙d

10∙d

3,5

4,5

α=90°

[mm]

12∙d

[mm]

5∙d

[mm]

5∙d

15∙d

a3,t

[mm]

10∙d

a3,c

[mm]

10∙d

5∙d

a4,t

[mm]

7∙d

10∙d

5∙d

a4,c

[mm]

5∙d

3,5

4,5

5 5∙d

α = load-to-grain angle d = d1 = nominal screw diameter

screws inserted WITH pre-drilled hole

α=0°

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

5∙d

3,5

4,5

[mm]

3∙d

12∙d

a3,t

a3,c

[mm]

a4,t

[mm]

a4,c

[mm]

3∙d

5∙d

α=90°

3,5

4,5

4∙d

[mm]

4∙d

[mm]

7∙d

5∙d

7∙d

3∙d

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

F a4,c

a3,c

MINIMUM DISTANCES NOTES • Minimum distances in accordance with EN 1995:2014. • The minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

• The minimum spacing for all panel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,85.

STRUCTURAL VALUES NOTES • The characteristic timber-to-timber shear strengths were evaluated by considering an angle ε of 90° between the grains of the second element and the connector. • The characteristic panel-timber and steel-timber shear strengths were evaluated by considering an ε angle of 90° between the grains of the timber element and the connector. • The shear strength characteristics on the plate are calculated considering the case of a thin plate (SPLATE = 0.5 d1). • The characteristic thread withdrawal strength was evaluated by considering a 90° angle ε between the fibers of the timber element and the connector.

28 | HTS | TIMBER

• For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different values of ρk , the strength values in the table (timber-to-timber shear, steel-to-timber shear and tensile) can be converted by means of the coefficient kdens (see page 42). • The values in the table are independent of the load-to-grain angle. • For a row of n screws arranged parallel to the direction of the grain at a distance a1 , the characteristic effective shear bearing capacity Ref,V,k can be calculated by means of the effective number nef (see page 34).

STRUCTURAL VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR steel-to-timber thin plate

panel-to-timber

SPAN

A L

panel-to-timber

thread withdrawal

head pull-through

SPLATE

timber-to-timber

SPAN

geometry

TENSION

RV,k

SPAN

RV,k

SPAN

RV,k

SPLATE

RV,k

Rax,k

Rhead,k

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

12 16 20 25 30 16 20 25 30 35 40 50 20 25 30 35 40 45 50 30 35 40 45 50 30 35 40 45 50 60 70 80

6 10 14 19 24 10 14 19 24 27 32 42 14 19 24 27 32 37 42 24 27 32 37 42 24 27 32 37 42 50 60 70

7 12 9 14 19 29 6 11 16 21 26 3 8 13 18 23 5 10 15 20 30 40 50

0,38 0,60 0,53 0,77 0,82 0,91 0,38 0,71 0,97 1,02 1,08 0,21 0,56 0,90 1,15 1,21 0,38 0,76 1,14 1,39 1,52 1,71 1,71

0,23 0,32 0,41 0,52 0,62 0,33 0,43 0,55 0,66 0,78 0,90 1,13 0,46 0,59 0,72 0,85 0,97 1,10 1,23 0,77 0,91 1,05 1,19 1,33 0,84 0,99 1,14 1,30 1,45 1,75 2,06 2,36

0,36 0,60 0,84 1,14 1,44 0,68 0,95 1,28 1,62 1,83 2,16 2,84 1,03 1,40 1,77 1,99 2,36 2,73 3,10 1,98 2,23 2,64 3,05 3,47 2,01 2,26 2,68 3,09 3,51 4,18 5,02 5,85

1,01 1,01 1,01 1,01 1,01 1,33 1,33 1,33 1,33 1,33 1,33 1,33 1,66 1,66 1,66 1,66 1,66 1,66 1,66 1,93 1,93 1,93 1,93 1,93 2,28 2,28 2,28 2,28 2,28 2,28 2,28 2,28

3,5

4,5

0,76 0,83 0,92 0,92 0,92 0,99 0,99 0,99 0,99 1,31 1,40 1,40 1,46 1,46 1,46 1,46 1,46

0,72 0,94 0,99 0,99 1,17 1,17 1,17 1,42 1,46 1,51 1,70 1,74 1,74 1,74

1,5

1,75

2,25

2,5

GENERAL PRINCIPLES • Characteristic values according to EN 1995:2014.

• The screws must be positioned in accordance with the minimum distances.

• Design values can be obtained from characteristic values as follows:

• The characteristic panel-timber shear strengths are calculated considering an OSB3 or OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN.

Rk kmod Rd = γM The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • Mechanical strength values and screw geometry comply with CE marking according to EN 14592. • Sizing and verification of the timber elements, panels and metal plates must be done separately.

• The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The head pull-through characteristic strength was calculated using timber elements. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through.

TIMBER | HTS | 29

HBS

ETA-11/0030

UKTA-0836 22/6195

AC233 ESR-4645

COUNTERSUNK SCREW 3 THORNS TIP Thanks to the 3 THORNS tip, minimum installation distances are reduced. More screws can be used in less space and larger screws in smaller elements. Costs and time for project implementation are reduced.

FAST With the 3 THORNS tip, screw grip becomes more reliable and faster, while maintaining the usual mechanical performance. More speed, less effort.

JOINTS WITH SOUNDPROOFING PROFILES The screw has been tested and characterised in applications with soundproofing layers (XYLOFON) interposed on the shear plane. The impact of acoustic profiles on the mechanical performance of the HBS screw is described on page 74.

NEW-GENERATION WOODS Tested and certified for use on a wide variety of engineered timbers such as CLT, GL, LVL, OSB and Beech LVL. Extremely versatile, the HBS screw guarantees the use of new-generation woods for the creation of increasingly innovative and sustainable structures.

BIT INCLUDED

DIAMETER [mm]

LENGTH [mm]

3,5

12 12 30

1000 1000

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

ELECTRO PLATED

electrogalvanized carbon steel

FIELDS OF USE • • • • • • •

30 | HBS | TIMBER

timber based panels fibreboard, MDF, HDF and LDF plated and melamine faced panels solid timber glulam (Glued Laminated Timber) CLT and LVL high density woods

ETA-11/0030

CLT, LVL AND HARDWOOD Values also tested, certified and calculated for CLT, LVL and high density woods such as beech LVL.

TIMBER | HBS | 31

Wall insulation boards fastening with THERMOWASHER and HBS 8 mm diameter.

Fastening CLT walls with 6 mm diameter HBS screws.

GEOMETRY AND MECHANICAL CHARACTERISTICS

XXX

HBS

d2 d1

90° t1

b L

GEOMETRY Nominal diameter

[mm]

3,5

4,5

Head diameter

[mm]

7,00

8,00

9,00

10,00

12,00

14,50

18,25

20,75

Thread diameter

[mm]

2,25

2,55

2,80

3,40

3,95

5,40

6,40

6,80

Shank diameter

[mm]

2,45

2,75

3,15

3,65

4,30

5,80

7,00

8,00

Head thickness

[mm]

2,20

2,80

3,10

4,50

5,80

7,20

Pre-drilling hole diameter(1)

dV,S

[mm]

2,0

2,5

3,0

4,0

5,0

6,0

7,0

Pre-drilling hole diameter(2)

dV,H

[mm]

3,5

4,0

6,0

7,0

8,0

4,5

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

3,5

Tensile strength

ftens,k

[kN]

3,8

5,0

6,4

7,9

11,3

20,1

31,4

33,9

Yield moment

My,k

[Nm]

2,1

3,0

4,1

5,4

9,5

20,1

35,8

48,0

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

Withdrawal resistance parameter

fax,k

[N/mm2]

11,7

15,0

29,0

Head-pull-through parameter

fhead,k [N/mm2]

10,5

20,0

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

32 | HBS | TIMBER

CODES AND DIMENSIONS d1

CODE

[mm] 3,5 TX 15

4 TX 20

4,5 TX 20

5 TX 25

6 TX 30

HBS3540 HBS3545 HBS3550 HBS430 HBS435 HBS440 HBS445 HBS450 HBS460 HBS470 HBS480 HBS4540 HBS4545 HBS4550 HBS4560 HBS4570 HBS4580 HBS540 HBS545 HBS550 HBS560 HBS570 HBS580 HBS590 HBS5100 HBS5120 HBS640 HBS650 HBS660 HBS670 HBS680 HBS690 HBS6100 HBS6110 HBS6120 HBS6130 HBS6140 HBS6150 HBS6160 HBS6180 HBS6200 HBS6220 HBS6240 HBS6260 HBS6280 HBS6300 HBS6320 HBS6340 HBS6360 HBS6380 HBS6400

[mm]

40 45 50 30 35 40 45 50 60 70 80 40 45 50 60 70 80 40 45 50 60 70 80 90 100 120 40 50 60 70 80 90 100 110 120 130 140 150 160 180 200 220 240 260 280 300 320 340 360 380 400

18 24 24 18 18 24 30 30 35 40 40 24 30 30 35 40 40 24 24 24 30 35 40 45 50 60 35 35 30 40 40 50 50 60 60 60 75 75 75 75 75 75 75 75 75 75 75 75 75 75 75

22 21 26 12 17 16 15 20 25 30 40 16 15 20 25 30 40 16 21 26 30 35 40 45 50 60 8 15 30 30 40 40 50 50 60 70 65 75 85 105 125 145 165 185 205 225 245 265 285 305 325

pcs

XYLOFON WASHER page 73

CODE

[mm] 500 400 400 500 500 500 400 400 200 200 200 400 400 200 200 200 200 200 200 200 200 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100

8 TX 40

10 TX 40

12 TX 50

RELATED PRODUCTS

HUS page 68

THERMOWASHER page 396

HBS880 HBS8100 HBS8120 HBS8140 HBS8160 HBS8180 HBS8200 HBS8220 HBS8240 HBS8260 HBS8280 HBS8300 HBS8320 HBS8340 HBS8360 HBS8380 HBS8400 HBS8440 HBS8480 HBS8520 HBS8560 HBS8580 HBS8600 HBS1080 HBS10100 HBS10120 HBS10140 HBS10160 HBS10180 HBS10200 HBS10220 HBS10240 HBS10260 HBS10280 HBS10300 HBS10320 HBS10340 HBS10360 HBS10380 HBS10400 HBS10440 HBS10480 HBS10520 HBS10560 HBS10600 HBS12120 HBS12160 HBS12200 HBS12240 HBS12280 HBS12320 HBS12360 HBS12400 HBS12440 HBS12480 HBS12520 HBS12560 HBS12600 HBS12700 HBS12800 HBS12900 HBS121000

[mm]

80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 440 480 520 560 580 600 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 440 480 520 560 600 120 160 200 240 280 320 360 400 440 480 520 560 600 700 800 900 1000

52 52 60 60 80 80 80 80 80 80 80 100 100 100 100 100 100 100 100 100 100 100 100 52 52 60 60 80 80 80 80 80 80 80 100 100 100 100 100 100 100 100 100 100 100 80 80 80 80 80 120 120 120 120 120 120 120 120 120 120 120 120

28 48 60 80 80 100 120 140 160 180 200 200 220 240 260 280 300 340 380 420 460 480 500 28 48 60 80 80 100 120 140 160 180 200 200 220 240 260 280 300 340 380 420 460 500 40 80 120 160 200 200 240 280 320 360 400 440 480 580 680 780 880

pcs 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25

TIMBER | HBS | 33

MINIMUM DISTANCES FOR SHEAR LOADS | TIMBER ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

3,5

4,5

[mm] 10∙d

[mm]

5∙d

a3,t

[mm] 15∙d

a3,c [mm] 10∙d

[mm]

5∙d

a4,c [mm]

5∙d

a4,t

α=90°

[mm]

10∙d

80 100 120

[mm]

5∙d

[mm]

5∙d

15∙d

120 150 180

a3,t

[mm] 10∙d

10∙d

80 100 120

a3,c [mm] 10∙d

10∙d

80 100 120

5∙d

a4,t

[mm]

7∙d

10∙d

80 100 120

5∙d

a4,c [mm]

5∙d

3,5

4,5

5∙d

80 100 120

screws inserted WITH pre-drilled hole

α=0°

[mm]

3,5

4,5

[mm]

α=90°

3,5

4,5

[mm]

5∙d

[mm]

4∙d

[mm]

3∙d

[mm]

4∙d

a3,t

[mm] 12∙d

12∙d

120 144

a3,t

[mm]

7∙d

a3,c [mm]

7∙d

a3,c [mm]

7∙d

a4,t

[mm]

3∙d

a4,t

[mm]

5∙d

7∙d

a4,c [mm]

3∙d

a4,c [mm]

3∙d

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2

unloaded end 90° < α < 270°

F a3,t

unload edge 180° < α < 360°

F α

a1 a1

stressed edge 0° < α < 180°

F α

a4,t

F a4,c

a3,c

NOTE on page 42.

Ref,V,k

a1 a1

Ref,V,k = nef RV,k

The nef value is given in the table below as a function of n and a1 .

2 3 4 5

4∙d 1,41 1,73 2,00 2,24

5∙d 1,48 1,86 2,19 2,49

6∙d 1,55 2,01 2,41 2,77

7∙d 1,62 2,16 2,64 3,09

( * ) For intermediate a values a linear interpolation is possible. 1

34 | HBS | TIMBER

8∙d 1,68 2,28 2,83 3,34

a 1( * ) 9∙d 1,74 2,41 3,03 3,62

10∙d 1,80 2,54 3,25 3,93

11∙d 1,85 2,65 3,42 4,17

12∙d 1,90 2,76 3,61 4,43

13∙d 1,95 2,88 3,80 4,71

≥ 14∙d 2,00 3,00 4,00 5,00

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

timber-to-timber timber-to-timber ε=90° ε=0°

steel-to-timber thin plate

panel-to-timber

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

Rax,90,k

Rax,0,k

Rhead,k

SPLATE

geometry

TENSION

SPAN

A L b d1

[mm] [mm] [mm] [mm] 40 3,5

4,5

RV,90,k

RV,0,k

SPAN [mm]

[kN]

0,73

0,40

0,79

0,47

0,79

0,47

0,72

0,79

RV,k

SPLATE

[kN]

[mm]

0,72 12

1,75

[kN]

0,85

0,80

0,24

0,56

0,91

1,06

0,32

0,56

0,72

0,91

1,06

0,32

0,56

0,38

0,76

0,93

0,91

0,27

0,73

0,47

0,84

1,04

0,91

0,27

0,73

0,83

0,51

0,84

1,12

1,21

0,36

0,73

0,81

0,56

1,19

1,52

0,45

0,73

0,91

0,62

1,19

1,52

0,45

0,73

0,72

RV,k

0,84 0,84

0,99

0,69

0,84

1,26

1,77

0,53

0,73

0,99

0,77

0,84

1,32

2,02

0,61

0,73

0,99

0,77

0,84

1,32

2,02

0,61

0,73

0,98

0,55

1,06

1,33

1,36

0,41

0,92

0,96

0,61

1,06

1,42

1,70

0,51

0,92

1,06

0,69

1,06

1,42

1,70

0,51

0,92

1,18

0,79

1,49

1,99

0,60

0,92

1,22

0,86

1,06

1,56

2,27

0,68

0,92

1,22

0,86

1,06

1,56

2,27

0,68

0,92

1,12

0,60

1,16

1,46

1,52

0,45

1,13

1,19

0,70

1,20

1,56

1,52

0,45

1,13

1,06

2,25

1,29

0,73

1,20

1,56

1,52

0,45

1,13

1,46

0,81

1,20

1,65

1,89

0,57

1,13

1,20

2,5

1,46

0,88

1,73

2,21

0,66

1,13

1,46

0,96

1,20

1,81

2,53

0,76

1,13

1,46

1,05

1,20

1,89

2,84

0,85

1,13

100

1,46

1,13

1,20

1,97

3,16

0,95

1,13

120

1,46

1,17

1,20

2,13

3,79

1,14

1,13

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 42.

Complete calculation reports for designing in wood? Download MyProject and simplify your work!

TIMBER | HBS | 35

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

timber-to-timber timber-to-timber ε=90° ε=0°

steel-to-timber thin plate

steel-to-timber thick plate

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

SPLATE

geometry

TENSION

L b d1

[mm] [mm] [mm] [mm] 40 35 8 50 35 15 60 30 30 70 40 30 80 40 40 90 50 40 100 50 50 110 60 50 120 60 60 130 60 70 140 75 65 150 75 75 160 75 85 6 180 75 105 200 75 125 220 75 145 240 75 165 260 75 185 280 75 205 300 75 225 320 75 245 340 75 265 360 75 285 380 75 305 400 75 325 80 52 28 100 52 48 120 60 60 140 60 80 160 80 80 180 80 100 200 80 120 220 80 140 240 80 160 260 80 180 280 80 200 8 300 100 200 320 100 220 340 100 240 360 100 260 380 100 280 400 100 300 440 100 340 480 100 380 520 100 420 560 100 460 580 100 480 600 100 500

36 | HBS | TIMBER

RV,90,k

RV,0,k

SPLATE

RV,k

SPLATE

RV,k

Rax,90,k

Rax,0,k

Rhead,k

[kN] 0,89 1,53 1,78 1,88 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,08 2,59 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,28

[kN] 0,72 0,85 1,04 1,20 1,20 1,38 1,38 1,58 1,58 1,58 1,67 1,67 1,67 1,67 1,67 1,67 1,67 1,67 1,67 1,67 1,67 1,67 1,67 1,67 1,67 1,70 1,95 2,13 2,13 2,60 2,60 2,60 2,60 2,60 2,60 2,60 2,62 2,62 2,62 2,62 2,62 2,62 2,62 2,62 2,62 2,62 2,62 2,62

[mm]

[kN] 1,64 2,08 2,24 2,43 2,43 2,61 2,61 2,80 2,80 2,80 3,09 3,09 3,09 3,09 3,09 3,09 3,09 3,09 3,09 3,09 3,09 3,09 3,09 3,09 3,09 4,00 4,00 4,20 4,20 4,70 4,70 4,70 4,70 4,70 4,70 4,70 5,21 5,21 5,21 5,21 5,21 5,21 5,21 5,21 5,21 5,21 5,21 5,21

[mm]

[kN] 2,58 2,98 2,93 3,12 3,12 3,31 3,31 3,49 3,49 3,49 3,78 3,78 3,78 3,78 3,78 3,78 3,78 3,78 3,78 3,78 3,78 3,78 3,78 3,78 3,78 5,11 5,11 5,31 5,31 5,81 5,81 5,81 5,81 5,81 5,81 5,81 6,32 6,32 6,32 6,32 6,32 6,32 6,32 6,32 6,32 6,32 6,32 6,32

[kN] 2,65 2,65 2,27 3,03 3,03 3,79 3,79 4,55 4,55 4,55 5,68 5,68 5,68 5,68 5,68 5,68 5,68 5,68 5,68 5,68 5,68 5,68 5,68 5,68 5,68 5,25 5,25 6,06 6,06 8,08 8,08 8,08 8,08 8,08 8,08 8,08 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10

[kN] 0,80 0,80 0,68 0,91 0,91 1,14 1,14 1,36 1,36 1,36 1,70 1,70 1,70 1,70 1,70 1,70 1,70 1,70 1,70 1,70 1,70 1,70 1,70 1,70 1,70 1,58 1,58 1,82 1,82 2,42 2,42 2,42 2,42 2,42 2,42 2,42 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03

[kN] 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 1,63 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38 2,38

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

timber-to-timber timber-to-timber ε=90° ε=0°

steel-to-timber thin plate

steel-to-timber thick plate

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

SPLATE

geometry

TENSION

L b d1

[mm] [mm] [mm] [mm] 80 52 28 100 52 48 120 60 60 140 60 80 160 80 80 180 80 100 200 80 120 220 80 140 240 80 160 260 80 180 280 80 200 10 300 100 200 320 100 220 340 100 240 360 100 260 380 100 280 400 100 300 440 100 340 480 100 380 520 100 420 560 100 460 600 100 500 120 80 40 160 80 80 200 80 120 240 80 160 280 80 200 320 120 200 360 120 240 400 120 280 12 440 120 320 480 120 360 520 120 400 560 120 440 600 120 480 700 120 580 800 120 680 900 120 780 1000 120 880

RV,90,k

RV,0,k

SPLATE

RV,k

SPLATE

RV,k

Rax,90,k

Rax,0,k

Rhead,k

[kN] 3,63 4,22 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,81 4,87 6,00 6,00 6,00 6,00 6,00 6,00 6,00 6,00 6,00 6,00 6,00 6,00 6,00 6,00 6,00 6,00

[kN] 2,02 2,56 2,75 2,75 3,28 3,28 3,28 3,28 3,28 3,28 3,28 3,86 3,86 3,86 3,86 3,86 3,86 3,86 3,86 3,86 3,86 3,86 3,49 3,88 3,88 3,88 3,88 4,83 4,83 4,83 4,83 4,83 4,83 4,83 4,83 4,83 4,83 4,83 4,83

[mm]

[kN] 4,75 5,51 5,76 5,76 6,40 6,40 6,40 6,40 6,40 6,40 6,40 7,03 7,03 7,03 7,03 7,03 7,03 7,03 7,03 7,03 7,03 7,03 7,81 7,81 7,81 7,81 7,81 9,32 9,32 9,32 9,32 9,32 9,32 9,32 9,32 9,32 9,32 9,32 9,32

[mm]

[kN] 6,94 7,12 7,37 7,37 8,00 8,00 8,00 8,00 8,00 8,00 8,00 8,63 8,63 8,63 8,63 8,63 8,63 8,63 8,63 8,63 8,63 8,63 9,79 9,79 9,79 9,79 9,79 11,30 11,30 11,30 11,30 11,30 11,30 11,30 11,30 11,30 11,30 11,30 11,30

[kN] 6,57 6,57 7,58 7,58 10,10 10,10 10,10 10,10 10,10 10,10 10,10 12,63 12,63 12,63 12,63 12,63 12,63 12,63 12,63 12,63 12,63 12,63 12,12 12,12 12,12 12,12 12,12 18,18 18,18 18,18 18,18 18,18 18,18 18,18 18,18 18,18 18,18 18,18 18,18

[kN] 1,97 1,97 2,27 2,27 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,79 3,79 3,79 3,79 3,79 3,79 3,79 3,79 3,79 3,79 3,79 3,64 3,64 3,64 3,64 3,64 5,45 5,45 5,45 5,45 5,45 5,45 5,45 5,45 5,45 5,45 5,45 5,45

[kN] 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 3,77 4,88 4,88 4,88 4,88 4,88 4,88 4,88 4,88 4,88 4,88 4,88 4,88 4,88 4,88 4,88 4,88 4,88

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 42.

TIMBER | HBS | 37

STRUCTURAL VALUES | CLT

CHARACTERISTIC VALUES EN 1995:2014 SHEAR CLT-CLT lateral face

geometry

CLT-CLT lateral face-narrow face

panel-CLT lateral face

CLT-panel-CLT lateral face

SPAN

SPAN b d1

RV,k

SPAN

[mm]

[kN]

[mm]

30 40 50 60 75 52 60 80 100 52 60 80 100 80 80 120

[mm] ≥ 30 ≥ 30 ≥ 40 ≥ 50 ≥ 65 ≥ 28 ≥ 60 ≥ 80 ≥ 200 ≥ 28 ≥ 60 ≥ 80 ≥ 200 ≥ 40 ≥ 80 ≥ 200

[kN]

60 70÷80 90÷100 110÷130 140÷400 80÷100 120÷140 160÷280 300÷600 80÷100 120÷140 160÷280 300÷600 120 160÷280 320÷1000

1,63 1,74 1,97 1,97 1,97 2,42 3,11 3,11 3,11 3,40 4,45 4,56 4,56 4,54 5,69 5,69

1,84 2,26 2,58 2,58 2,34 3,03 3,37 3,76 3,56 4,00 4,65

RV,k

SPAN

[kN]

[mm] [mm]

[kN]

1,62 1,62 1,62 1,62 1,62 2,55 2,55 2,55 2,55 3,62 3,62 3,62 3,62 4,37 4,37 4,37

20 ≥ 25 ≥ 35 ≥ 45 ≥ 60 ≥ 25 ≥ 45 ≥ 65 ≥ 135 ≥ 25 ≥ 45 ≥ 65 ≥ 135 ≥ 45 ≥ 65 ≥ 145

2,67 2,67 2,67 2,67 2,67 3,64 3,64 3,64 3,64 4,47 4,47 4,47 4,47 4,72 4,72 4,72

RV,k

SHEAR CLT-timber lateral face

geometry

timber-CLT narrow face

CLT-CLT narrow face

A L tCLT

45°

[mm]

60 70÷80 90÷100 110÷130 140÷400 80÷100 120÷140 160÷280 300÷600 80÷100 120÷140 160÷280 300÷600 120÷280 320÷1000

30 40 50 60 75 52 60 80 100 52 60 80 100 80 120

RV,k

tCLT

RV,k

[mm]

[kN]

[mm]

[kN]

30 ≥ 30 ≥ 40 ≥ 50 ≥ 65 ≥ 28 ≥ 60 ≥ 80 ≥ 200 ≥ 28 ≥ 60 ≥ 80 ≥ 200 40 ≥ 200

1,69 1,77 2,01 2,01 2,01 2,46 3,17 3,17 3,17 3,45 4,55 4,65 4,65 4,60 5,79

1,89 2,27 2,61 2,61 2,40 3,05 3,39 3,79 3,65 4,69

≥ 65 ≥ 80 ≥ 100 ≥ 80 ≥ 85 ≥ 115 ≥ 215 ≥ 100 ≥ 100 ≥ 115 ≥ 215 ≥ 120 ≥ 230

1,54 1,66 1,66 1,84 2,26 2,58 2,58 2,34 3,03 3,37 3,76 3,56 4,65

NOTES and GENERAL PRINCIPLES on page 42.

38 | HBS | TIMBER

STRUCTURAL VALUES | CLT

CHARACTERISTIC VALUES EN 1995:2014 TENSION

geometry

thread withdrawal narrow face

head pull-through

head pull-through with HUS washer

Rhead,k

A L b d1

Rax,k

Rhead,k

[mm]

[kN]

60 70÷80 90÷100 110÷130 140÷400

30 40 50 60 75

2,11 2,81 3,51 4,21 5,27

1,51 1,51 1,51 1,51 1,51

4,20 4,20 4,20 4,20 4,20

80÷100 120÷140 160÷280 300÷600

52 60 80 100

4,87 5,62 7,49 9,36

3,70 4,21 5,45 6,66

2,21 2,21 2,21 2,21

6,56 6,56 6,56 6,56

80÷100 120÷140 160÷280 300÷600

52 60 80 100

6,08 7,02 9,36 11,70

4,42 5,03 6,51 7,96

3,50 3,50 3,50 3,50

9,45 9,45 9,45 9,45

120÷280 320÷1000

80 120

11,23 16,85

7,54 10,86

4,52 4,52

14,37 14,37

MINIMUM DISTANCES FOR SHEAR AND AXIAL LOADS | CLT screws inserted WITHOUT pre-drilled hole

lateral face d1

[mm]

4∙d

[mm]

2,5∙d

a3,t

[mm]

6∙d

a3,c

[mm]

6∙d

a4,t

[mm]

6∙d

a4,c

[mm]

2,5∙d

narrow face

[mm]

10∙d

100

120

a3,t

[mm]

4∙d

[mm]

12∙d

120

144

a3,c

a4,t

[mm]

7∙d

[mm]

6∙d

a4,c

[mm]

3∙d

d = d1 = nominal screw diameter

a2 a2

a3,c

a4,t F

a3,t

a3,c

a4,c

tCLT

a3,t

F a3,c a4,c a4,t

tCLT

NOTES and GENERAL PRINCIPLES on page 42.

TIMBER | HBS | 39

STRUCTURAL VALUES | LVL TENSION geometry

thread withdrawal flat

thread withdrawal edge

head pull-through flat

head pull-through with HUS washer flat

Rhead,k

A L b d1

d1 [mm]

Rax,k

[mm]

[kN]

40÷50

1,74

1,16

1,94

2,18

1,45

1,94

2,54

1,69

1,94

2,90

1,94

3,27

2,18

1,94

100

3,63

2,42

1,94

120

4,36

2,90

1,94

40÷50

3,05

2,03

2,79

7,74

2,61

1,74

2,79

7,74

70÷80

3,48

2,32

2,79

7,74

90÷100

4,36

2,90

2,79

7,74

110÷130

5,23

3,48

2,79

7,74

140÷150

6,53

4,36

2,79

7,74

160÷400

6,53

4,36

2,79

7,74

80÷100

6,04

4,03

4,07

12,10

120÷140

6,97

4,65

4,07

12,10

160÷180

9,29

6,19

4,07

12,10

200÷280

9,29

6,19

4,07

12,10

300÷600

100

11,61

7,74

4,07

12,10

80÷100

7,55

5,03

6,45

17,42

120÷140

8,71

5,81

6,45

17,42

160÷200

11,61

7,74

6,45

17,42

220÷280

11,61

7,74

6,45

17,42

300÷600

100

14,52

9,68

6,45

17,42

NOTES and GENERAL PRINCIPLES on page 42.

Internationality is also measured in the details. Check the availability of our technical data sheets in your language and measuring system.

40 | HBS | TIMBER

STRUCTURAL VALUES | LVL

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

LVL-LVL

LVL-LVL-LVL

LVL-timber

timber-LVL

t2 A L b d1

RV,k

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

60 70 80 90 100 120 90÷100 110÷130 140÷150 160÷400 120÷140 160÷180 200÷280 300÷600 120÷140 160÷200 220÷280 300÷600

30 35 40 45 50 60 50 60 75 75 60 80 80 100 60 80 80 100

33 40 45 50 60 ≥ 45 ≥ 55 ≥ 70 ≥ 80 ≥ 60 ≥ 80 ≥ 120 ≥ 200 ≥ 75 ≥ 140 ≥ 200

1,80 1,80 1,80 1,80 1,80 2,56 2,56 2,56 2,56 4,01 4,01 4,01 4,01 5,93 5,93 5,93

≥ 45 ≥ 65 ≥ 100 ≥ 75 ≥ 100

≥ 70 ≥ 75 ≥ 105 ≥ 75 ≥ 105

5,12 8,03 8,03 11,87 11,87

33 40 45 50 60 ≥ 45 ≥ 55 ≥ 70 ≥ 80 ≥ 60 ≥ 80 ≥ 120 ≥ 200 ≥ 75 ≥ 140 ≥ 200

1,73 1,73 1,73 1,73 1,73 2,45 2,45 2,45 2,45 3,84 3,84 3,84 3,84 5,69 5,69 5,69

27 35 40 45 50 60 ≥ 40 ≥ 50 ≥ 65 ≥ 85 ≥ 60 ≥ 80 ≥ 120 ≥ 200 ≥ 45 ≥ 80 ≥ 140 ≥ 200

1,45 1,53 1,53 1,53 1,53 1,53 2,16 2,16 2,16 2,16 3,42 3,42 3,42 3,42 4,34 5,02 5,02 5,02

RV,k

MINIMUM DISTANCES FOR SHEAR LOADS | LVL screws inserted WITHOUT pre-drilled hole F

α=0°

α=90°

[mm]

12∙d

120

[mm]

5∙d

[mm]

a3,t

[mm]

15∙d

120

150

a3,t

[mm]

10d

100

a3,c

[mm]

10∙d

100

a3,c

[mm]

10d

100

a4,t

[mm]

5∙d

a4,t

[mm]

10d

100

a4,c

[mm]

5∙d

a4,c

[mm]

α = load-to-grain angle d = d1 = nominal screw diameter

a2 a2

a4,t F

a3,t

a4,c

F F α

a3,c

NOTES and GENERAL PRINCIPLES on page 42.

TIMBER | HBS | 41

STRUCTURAL VALUES GENERAL PRINCIPLES

NOTES | TIMBER

• Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector.

• Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030. • Sizing and verification of the timber elements, panels and metal plates must be done separately. • The screws must be positioned in accordance with the minimum distances. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • Shear strengths were calculated considering the threaded part fully inserted in the second element. • The characteristic panel-timber shear strengths are calculated considering an OSB3 or OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN and density ρk = 500 kg/m3. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The characteristic strength to head pull-through, with and without a washer, was evaluated using timber or timber based elements. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through.

• The characteristic panel-timber and steel-timber shear strengths were evaluated by considering an ε angle of 90° between the grains of the timber element and the connector. • The characteristic plate shear strengths are evaluated considering the case of thin plate (SPLATE = 0.5 d1) and thick plate (SPLATE = d1) . • The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different values of ρk , the strength values in the table (timber-to-timber shear, steel-to-timber shear and tensile) can be converted by means of the coefficient kdens.

R’V,k = kdens,v RV,k R’ax,k = kdens,ax Rax,k R’head,k = kdens,ax Rhead,k ρk

[kg/m3 ]

350

380

385

405

425

430

440

C-GL

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

kdens,ax

0,92

0,98

1,00

1,04

1,08

1,09

1,11

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

• In the case of combined shear and tensile stress, the following verification must be satisfied:

Fv,d Rv,d

Fax,d Rax,d

≥ 1

• In the case of steel-to-timber connections with a thick plate, it is necessary to assess the effects of timber deformation and install the connectors according to the assembly instructions. • For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

NOTES | LVL • For the calculation process, a mass density of ρk = 480 kg/m3 has been considered for the softwood LVL elements and a mass density of ρ k = 385 kg/m3 has been considered for timber elements. • The characteristic shear strengths are evaluated for connectors inserted on the side face (wide face) considering, for individual timber elements, a 90° angle between the connector and the grain, a 90° angle between the connector and the side face of the LVL element and a 0° angle between the force and the grain.

NOTES | CLT

• The axial thread-withdrawal resistance was calculated considering a 90° angle between the grains and the connector.

• The characteristic values are according to the national specifications ÖNORM EN 1995 - Annex K.

• Screws shorter than the minimum in the table are not compatible with the calculation assumptions and are therefore not reported.

• For the calculation process, a mass density of ρ k = 350 kg/m3 has been considered for CLT elements and a mass density of ρ k = 385 kg/m3 has been considered for timber elements. • The characteristics shear resistance are calculated considering a minimum fixing length of 4 d1 . • The characteristic shear strength is independent from the direction of the grain of the CLT panels outer layer. • The axial thread withdrawal resistance in the narrow face is valid for minimum CLT thickness tCLT,min = 10∙d1 and minimum screw pull-through depth tpen = 10∙d1 .

MINIMUM DISTANCES NOTES | TIMBER

NOTES | LVL

• The minimum distances comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The minimum distances are compliant with ETA-11/0030 and are to be considered valid unless otherwise specified in the technical documents for the LVL panels.

• The minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7. • The minimum spacing for all panel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,85. • In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5. • The spacing a1 in the table for screws with 3 THORNS tip and d1≥5 mm inserted without pre-drilling hole in timber elements with density ρ k ≤ 420 kg/m3 and load-to-grain angle α=0° was assumed to be 10∙d based on experimental tests; alternatively, adopt 12∙d in accordance with EN 1995:2014.

NOTES | CLT • The minimum distances are compliant with ETA-11/0030 and are to be considered valid unless otherwise specified in the technical documents for the CLT panels. • Minimum distances are valid for minimum CLT thickness tCLT,min =10∙d1 . • The minimum distances referred to "narrow face" are valid for minimum screw pull-through depth tpen = 10∙d1 .

42 | HBS | TIMBER

• The minimum distances are applicable when using both parallel and cross grain softwood LVL. • The minimum distances without pre-drilling hole are valid for minimum thickness of LVL elements tmin: t1 ≥ 8,4 d - 9 t2 ≥

11,4 d 75

where: - t 1 is the thickness in mm of the LVL element in a connection with 2 wooden elements. For connections with 3 or more elements, t 1 represents the thickness of the most external LVL; - t 2 is the thickness in mm of the central element in a connection with 3 or more elements.

INSTALLATION SUGGESTIONS SCREWING USING CATCH

Place the bit inside the CATCH screwing device and fasten it to the correct depth depending on the chosen connector.

CATCH is suitable with long connectors where the insert would otherwise tend to come out of the screw head space.

Useful in case of screwing in corners, which usually do not allow exerting a great screwing force.

PARTIALLY THREADED SCREWS vs FULLY THREADED SCREW

Compressible elements are interposed between two timber beams and a screw is screwed centrally to evaluate its effect on the connection.

The partial thread screw (e.g. HBS) allows the joint to be closed. The threaded portion, inserted all the way inside the second element, allows the first element to slide on the smooth shank.

The fully threaded screw (e.g. VGZ) transfers the force by exploiting its axial strength and penetrates inside the timber elements without moving.

Install the screw (e.g. HBS).

Alternatively, specific screws for hardwood applications (e.g. HBSH) can be used, which can be inserted without the aid of pre-drill hole

APPLICATION ON HARDWOODS

Pre-drill a hole of the required diameter (dV,H) and length equal to the chosen connector size using the SNAIL tip.

RELATED PRODUCTS

CATCH page 408

LEWIS page 414

SNAIL page 415

A 18 | ASB 18 page 402

TIMBER | HBS | 43

HBS SOFTWOOD

EN 14592

COUNTERSUNK SCREW SAW TIP Special self-perforating tip with serrated thread (SAW tip) that cuts the timber grains, facilitating initial grip and subsequent pull-through.

LONGER THREAD Greater thread length (60%) to ensure superb joint closure and great versatility.

SOFTWOOD Optimised geometry for maximum performance on the most common construction timbers.

DIAMETER [mm]

LENGTH [mm]

400

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

ELECTRO PLATED

1000

electrogalvanized carbon steel

FIELDS OF USE • • • • •

44 | HBS SOFTWOOD | TIMBER

timber based panels fibreboard and MDF panels solid timber glulam (Glued Laminated Timber) CLT and LVL

TIMBER ROOF The screws’ fast initial grip makes it possible to create secure structural connections in all assembly conditions.

SIP PANELS The size range is specially designed for the application of fasteners on medium and large structural elements, such as lightweight boards and frames, up to SIP and Sandwich panels.

TIMBER | HBS SOFTWOOD | 45

CODES AND DIMENSIONS d1

CODE

[mm] HBSS550 HBSS560 5 TX 25

[mm]

HBSS570

pcs

CODE

[mm]

pcs

200

HBSS880

100

200

HBSS8100

100

200

HBSS8120

120

100

HBSS8140

140

100

HBSS8160

160

100

HBSS8180

180

100

HBSS8200

200

100

HBSS8220

220

100

120

100

HBSS8240

240

100

140

100

HBSS580

100

HBSS5100

100

HBSS5120

120

100

HBSS660

100

HBSS670

100

HBSS680

100

HBSS8260

260

100

160

100

HBSS690

100

HBSS8280

280

100

180

100

HBSS6100

100

HBSS8300

300

100

200

100

HBSS8320

320

100

220

100

HBSS8340

340

100

240

100

HBSS8360

360

100

260

100

HBSS8380

380

100

280

100

HBSS8400

400

100

300

100

HBSS6120 6 TX 30

L [mm]

120

8 TX 40

HBSS6140

140

100

HBSS6160

160

100

HBSS6180

180

100

HBSS6200

200

100

HBSS6220

220

100

120

100

HBSS6240

240

100

140

100

HBSS6260

260

100

160

100

HUS

HBSS6280

280

100

180

100

TURNED WASHER

HBSS6300

300

100

200

100

see page 68

RELATED PRODUCTS

GEOMETRY AND MECHANICAL CHARACTERISTICS A

XXX

d2 d1

90° t1

dS L

GEOMETRY Nominal diameter

[mm]

Head diameter

[mm]

10,00

12,00

14,50

Thread diameter

[mm]

3,40

3,95

5,40

Shank diameter

[mm]

3,65

4,30

5,80

Head thickness

[mm]

3,10

4,50

Pre-drilling hole diameter(1)

[mm]

3,0

4,0

5,0

(1) For high density materials, pre-drilled holes are recommended based on the wood specie.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

Tensile strength

ftens,k

[kN]

8,0

12,0

19,0

Yield moment

My,k

[Nm]

6,0

10,0

20,5

Withdrawal resistance parameter

fax,k

[N/mm2]

12,0

Associated density

ρa

[kg/m3]

350

Head-pull-through parameter

fhead,k

[N/mm2]

13,0

Associated density

ρa

[kg/m3]

350

46 | HBS SOFTWOOD | TIMBER

MINIMUM DISTANCES FOR SHEAR LOADS ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

5 60 25 75 50 25 25

12∙d 5∙d 15∙d 10∙d 5∙d 5∙d

6 72 30 90 60 30 30

8 96 40 120 80 40 40

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

α=90° 5 25 25 50 50 50 25

5∙d 5∙d 10∙d 10∙d 10∙d 5∙d

6 30 30 60 60 60 30

8 40 40 80 80 80 40

α = load-to-grain angle d = d1 = nominal screw diameter

screws inserted WITH pre-drilled hole

α=0°

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

5 25 15 60 35 15 15

5∙d 3∙d 12∙d 7∙d 3∙d 3∙d

6 30 18 72 42 18 18

8 40 24 96 56 24 24

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

α=90° 5 20 20 35 35 35 15

4∙d 4∙d 7∙d 7∙d 7∙d 3∙d

6 24 24 42 42 42 18

8 32 32 56 56 56 24

α = load-to-grain angle d = d1 = nominal screw diameter

stressed end -90° < α < 90°

a2 a2

unloaded end 90° < α < 270°

F a3,t

unload edge 180° < α < 360°

F α

a1 a1

stressed edge 0° < α < 180°

F α

a4,t

F a4,c

a3,c

NOTE on page 49.

Ref,V,k

a1 a1

Ref,V,k = nef RV,k

The nef value is given in the table below as a function of n and a1 .

2 3 4 5

4∙d 1,41 1,73 2,00 2,24

5∙d 1,48 1,86 2,19 2,49

6∙d 1,55 2,01 2,41 2,77

7∙d 1,62 2,16 2,64 3,09

8∙d 1,68 2,28 2,83 3,34

a 1( * ) 9∙d 1,74 2,41 3,03 3,62

10∙d 1,80 2,54 3,25 3,93

11∙d 1,85 2,65 3,42 4,17

12∙d 1,90 2,76 3,61 4,43

13∙d 1,95 2,88 3,80 4,71

≥ 14∙d 2,00 3,00 4,00 5,00

( * ) For intermediate a values a linear interpolation is possible. 1

TIMBER | HBS SOFTWOOD | 47

STRUCTURAL VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

timber-to-timber

TENSION

steel-to-timber thin plate

panel-to-timber

steel-to-timber thick plate

thread withdrawal

head pull-through

Rhead,k

SPLATE

SPAN

SPLATE

Splate

L b d1

[mm] [mm] [mm] [mm] 50

RV,90,k

SPAN

RV,k

SPLATE

RV,k

SPLATE

RV,k

Rax,90,k

[kN]

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

2,06

1,94

1,40

1,18

1,44

1,48

1,27

1,44

1,68

2,14

2,27

1,40

1,37

1,44

1,76

2,22

2,59

1,40

1,37

2,38

3,24

1,40

100

1,46

1,44

2,08

2,55

3,89

1,40

120

1,46

1,44

2,08

2,55

3,89

1,40

1,44

2,5

1,92

1,62

1,85

2,00

2,83

2,72

2,02

1,75

1,85

2,30

2,93

3,11

2,02

1,75

1,85

2,49

3,12

3,89

2,02

1,86

1,85

2,59

3,22

4,27

2,02

100

1,98

1,85

2,69

3,32

4,66

2,02

120

2,03

1,85

2,98

3,61

5,83

2,02

140

2,03

160

2,03

1,85 18

1,85

3,05 3

3,05

3,71

6,22

2,02

3,90

6,99

2,02

180

100

2,03

1,85

3,05

4,10

7,77

2,02

200

100

2,03

1,85

3,05

4,10

7,77

2,02

220

100

120

2,03

1,85

3,05

4,10

7,77

2,02

240

100

140

2,03

1,85

3,05

4,10

7,77

2,02

260

100

160

2,03

1,85

3,05

4,10

7,77

2,02

280

100

180

2,03

1,85

3,05

4,10

7,77

2,02

300

100

200

2,03

1,85

3,05

4,10

7,77

2,02

2,46

2,65

3,29

4,77

5,39

2,95 2,95

100

2,75

2,65

3,97

4,98

6,22

120

2,75

2,65

4,49

5,50

8,29

2,95

140

3,16

2,65

4,49

5,50

8,29

2,95 2,95

160

3,16

2,65

4,75

5,75

9,32

180

3,16

2,65

4,75

5,75

9,32

2,95

200

100

3,16

2,65

4,84

6,01

10,36

2,95

220

100

120

3,16

240

100

140

3,16

2,65 18

2,65

4,84 4

4,84

6,01

10,36

2,95

6,01

10,36

2,95

260

100

160

3,16

2,65

4,84

6,01

10,36

2,95

280

100

180

3,16

2,65

4,84

6,01

10,36

2,95

300

100

200

3,16

2,65

4,84

6,01

10,36

2,95

320

100

220

3,16

2,65

4,84

6,01

10,36

2,95

340

100

240

3,16

2,65

4,84

6,01

10,36

2,95 2,95

360

100

260

3,16

2,65

4,84

6,01

10,36

380

100

280

3,16

2,65

4,84

6,01

10,36

2,95

400

100

300

3,16

2,65

4,84

6,01

10,36

2,95

NOTES and GENERAL PRINCIPLES on page 49.

48 | HBS SOFTWOOD | TIMBER

STRUCTURAL VALUES GENERAL PRINCIPLES • Characteristic values according to EN 1995:2014. • Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • Mechanical strength values and screw geometry comply with CE marking according to EN 14592. • Sizing and verification of the timber elements, panels and metal plates must be done separately. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • The screws must be positioned in accordance with the minimum distances. • The characteristic panel-timber shear strengths are calculated considering an OSB3 or OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The head pull-through characteristic strength was calculated using timber elements. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through.

• The characteristic plate shear strengths are evaluated considering the case of thin plate (SPLATE = 0.5 d1) and thick plate (SPLATE = d1) . • The characteristic thread withdrawal strength was evaluated by considering a 90° angle ε between the fibers of the timber element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different values of ρk , the strength values in the table (timber-to-timber shear, steel-to-timber shear and tensile) can be converted by means of the coefficient kdens.

R’V,k = kdens,v RV,k R’ax,k = kdens,ax Rax,k R’head,k = kdens,ax Rhead,k ρk

[kg/m3 ]

350

380

385

405

425

430

440

C-GL

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

kdens,ax

0,92

0,98

1,00

1,04

1,08

1,09

1,11

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

NOTES • The characteristic timber-to-timber shear strengths were evaluated by considering an angle ε of 90° between the grains of the second element and the connector. • The characteristic panel-timber and steel-timber shear strengths were evaluated by considering an ε angle of 90° between the grains of the timber element and the connector. • The values in the table are independent of the load-to-grain angle.

MINIMUM DISTANCES NOTES • Minimum distances in accordance with EN 1995:2014. • The minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

• The minimum spacing for all panel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,85.

TIMBER | HBS SOFTWOOD | 49

HBS COIL

ETA-11/0030

UKTA-0836 22/6195

ETA-11/0030

HBS BOUND SCREWS QUICK, IN SERIES USE Quick and precise installation. Fast and safe execution thanks to the special binding.

HBS 6,0 mm Also available in a diameter of 6,0 mm, ideal for quick wall-to-wall fastening in CLT structures.

FAST With the 3 THORNS tip, screw grip becomes more reliable and faster, while maintaining the usual mechanical performance. More speed, less effort.

BIT INCLUDED

DIAMETER [mm] 3

LENGTH [mm] 12

1000

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

ELECTRO PLATED

electrogalvanized carbon steel

FIELDS OF USE • • • • • • •

50 | HBS COIL | TIMBER

timber based panels fibreboard, MDF, HDF and LDF plated and melamine faced panels solid timber glulam (Glued Laminated Timber) CLT and LVL high density woods

CODES AND DIMENSIONS d1

CODE

[mm]

HH10600459( * ) HZB430 4 TX 20 HZB440 HZB450

25 30 40 50

18 16 24 30

7 14 16 20

pcs/

pcs

167 167 125

3000 3000 2000 1500

(*) Full threaded screw.

CODE

pcs/

pcs

[mm]

4,5 HZB4550 TX 20

125

1500

HZB560 5 HZB570 TX 25 HZB580 HZB670 6 TX 30 HZB680

60 70 80 70 80

30 35 40 40 40

30 35 40 30 40

125 125 125 135 135

1250 625 625 625 625

GEOMETRY | HZB

XXX

d2 d1

90° t1

b L

Nominal diameter

[mm]

4,5

Head diameter

[mm]

8,00

9,00

10,00

12,00

Thread diameter

[mm]

2,55

2,80

3,40

3,95

Shank diameter

[mm]

2,75

3,15

3,65

4,30

Head thickness

[mm]

2,80

3,10

4,50

Pre-drilling hole diameter(1)

dV,S

[mm]

2,5

3,0

4,0

(1) Pre-drilling valid for softwood.

For mechanical properties and structural values see HBS on page 30.

ADDITIONAL PRODUCTS CODE

description

lengths

[mm]

pcs

HH3373

automatic loader for cordless screwdriver A 18 M BL

4,0

25-50

HH3372

automatic loader for cordless screwdriver A 18 M BL

4,5 - 6,0

40-80

HH3352

powered screwdriver

4,0

25-50

HH3338

powered screwdriver

4,5 - 6,0

40-80

HH14411591

extension

HZB6PLATE

adapter plate for HZB Ø6

HH14001469

TX30 M6 bit for HZB Ø6

HH3372

HH3338

Further information on page 401.

Ø6 mm HBS COIL APPLICATION The adapter plates for use of 4,0, 4,5 and 5,0 diameter HBS COIL screws are already supplied with the respective screwdriver loaders. To use HBS COIL screws with a diameter of 6.0, the adapter plates supplied must be replaced with the adapter plate HZB6PLATE. For HBS COIL screws diameter 6,0 it is also necessary to use the appropriate TX30 bit (code HH14001469). We recommend using the extension HH14411591 for an easier installation of the screws on horizontal planes.

HH14411591

HZB6PLATE

HH14001469

TIMBER | HBS COIL | 51

HBS EVO

ETA-11/0030

UKTA-0836 22/6195

AC233 | AC257 ESR-4645

COUNTERSUNK SCREW C4 EVO COATING Multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt sprayexposure test, as per ISO 9227. It can be used for service class 3 outdoor applications and under class C4 atmospheric corrosion conditions tested by the Research Institutes of Sweden - RISE.

3 THORNS TIP Thanks to the 3 THORNS tip, minimum installation distances are reduced. More screws can be used in less space and larger screws in smaller elements. Costs and time for project implementation are reduced.

AUTOCLAVE-TREATED TIMBER The C4 EVO coating has been certified according to US acceptance criterion AC257 for outdoor use with ACQ-treated timber.

T3 TIMBER CORROSIVITY Coating suitable for use in applications on wood with an acidity level (pH) greater than 4, such as spruce, larch and pine (see page 314).

BIT INCLUDED

DIAMETER [mm]

LENGTH [mm]

8 40

12 320

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

EVO COATING

1000

carbon steel with C4 EVO coating

FIELDS OF USE • • • • •

52 | HBS EVO | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods ACQ, CCA treated timber

ETA-11/0030

SERVICE CLASS 3 Certified for use in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions. Ideal for fastening timber framed panels and trusses (Rafter, Truss).

PERGOLAS AND DECKS The smaller sizes are ideal for securing boards and battens of decks set up outdoors.

TIMBER | HBS EVO | 53

CODES AND DIMENSIONS d1

CODE

[mm] 4 TX 20

4,5 TX 20

5 TX 25

6 TX 30

HBSEVO440 HBSEVO450 HBSEVO460 HBSEVO4545 HBSEVO4550 HBSEVO4560 HBSEVO4570 HBSEVO550 HBSEVO560 HBSEVO570 HBSEVO580 HBSEVO590 HBSEVO5100 HBSEVO660 HBSEVO670 HBSEVO680 HBSEVO6100 HBSEVO6120 HBSEVO6140 HBSEVO6160 HBSEVO6180 HBSEVO6200

[mm]

40 50 60 45 50 60 70 50 60 70 80 90 100 60 70 80 100 120 140 160 180 200

24 30 35 30 30 35 40 24 30 35 40 45 50 30 40 40 50 60 75 75 75 75

16 20 25 15 20 25 30 26 30 35 40 45 50 30 30 40 50 60 65 85 105 125

pcs

CODE

[mm] 500 500 500 400 200 200 200 200 200 100 100 100 100 100 100 100 100 100 100 100 100 100

HBSEVO8100 HBSEVO8120 HBSEVO8140 HBSEVO8160 HBSEVO8180 HBSEVO8200 HBSEVO8220 HBSEVO8240 HBSEVO8260 HBSEVO8280 HBSEVO8300 HBSEVO8320

8 TX 40

[mm]

100 120 140 160 180 200 220 240 260 280 300 320

52 60 60 80 80 80 80 80 80 80 100 100

48 60 80 80 100 120 140 160 180 200 200 220

pcs 100 100 100 100 100 100 100 100 100 100 100 100

RELATED PRODUCTS

HBS page 30

72 | HUS | TIMBER

VGS page 164

CATCH page 408

TORQUE LIMITER page 408

JIG VGU page 409

XYLOFON WASHER SEPARATING WASHER FOR SCREWS ACOUSTIC PERFORMANCE It improves soundproofing by decoupling of timber-to-timber joints made with screws.

STATICS The washer increases the rope effect in the connection, thus improving the static performance of the detail.

SWELLING OF TIMBER It gives the joint a certain adaptability to mitigate stresses resulting from shrinkage/swelling of the wood.

CODES AND DIMENSIONS

GEOMETRY

SEPARATING WASHER FOR SCREWS CODE XYLW803811

dSCREW Ø8 - Ø10

dext

dint

[mm]

6,0

dext

dint

[mm]

3,0

pcs

dint s

ULS 440 - WASHER CODE ULS11343

dext dSCREW

Ø8 - Ø10

For more information on the product, go to www.rothoblaas.com.

pcs MATERIAL 200

polyurethane

TESTED The static performance has been tested at the University of Innsbruck for safe use in structural applications.

SAFE Thanks to its modified polyurethane blend, it is extremely chemically stable and resistant to creep deformation.

TIMBER | XYLOFON WASHER | 73

RESEARCH & DEVELOPMENT

STRUCTURAL DESIGN AND ACOUSTICS

The mechanical behaviour of timber-to-timber shear connections with a resilient sound insulation profile in between was studied in depth, both in terms of strength and stiffness, through an extensive experimental campaign.

EXPERIMENTAL INVESTIGATION 1

ANALYTICAL CHARACTERISATION OF A GAP CONNECTION USING PREDICTIVE MODELS For the analytical evaluation of the mechanical parameters of the connection (strength and stiffness), models available in the literature were applied, which modify Johansen's basic theory.

APPLICATION OF THE MODEL TO CONNECTIONS WITH AN INTERPOSED RESILIENT PROFILE Over 50 configurations considered by varying numerous parameters. RESILIENT PROFILES

CONNECTORS

Thickness investigated: 6 mm, 2 x 6 mm, 3 x 6 mm

XYLOFON 35-50-70-80-90

PIANO A-B

PIANO C-D-E

Polyurethane (monolithic and deformable)

EPDM (expanded and compressible)

EPDM (monolithic and deformable)

ASSESSMENT OF THE FRICTION COEFFICIENT μ FOR XYLOFON ACOUSTIC PROFILES

HBS Ø6 | HBS Ø8 | HBS Ø10 | HBS + SHARP METAL

timber XYLOFON 35

The tests carried out revealed interface properties of a frictional nature that seem to particularly influence the behaviour of the timber connections, especially in terms of strength.

XYLOFON 70 XYLOFON 90 air 0

0,25

0,50

0,75

Friction coefficient μ [-]

EXECUTION OF MONOTONIC TESTS For the validation of the predictive model studied, samples with one and two shear planes were tested.

air

timber F

XYLOFON 70 F

EXECUTION OF CYCLIC TESTS For the comparison of the behaviour under monotonic and cyclic loads, samples with two shear planes were tested.

over 250 TESTS Experimental campaign carried out in cooperation with: CIRI Edilizia e Costruzioni Interdepartmental Centre for Industrial Research Alma Mater Studiorum - Università di Bologna

74 | RESEARCH & DEVELOPMENT | TIMBER

The results were analysed by bi-linearising the experimental curves. It can be seen that the cyclic behaviour is consistent with the monotonic behaviour.

6 4

4 Force [kN]

CAMPAIGN RESULTS

Force [kN]

3 2

2 -25

0 -5 -2

-15

-4 1 0

-6 0

-8

Displacement [mm]

Displacement [mm] Graphical representation of experimental data from monotonic tests (left) and cyclic tests (right).

cyclic XYLOFON 70 monotonic XYLOFON 70

INTERPRETATION OF RESULTS The comparative analysis focused mainly on strength and stiffness parameters. The values obtained in the various configurations were dimensioned with respect to the TIMBER case.

parameter

0,4

0,2

0,0

influence on strength

PIANO B

k/kref

0,6

XYLOFON 70

0,4

PIANO B

0,6

0,8

air

1,0

XYLOFON 70

1,0 air

1,2

0,8

With expanded and compressible profiles (represented by PLAN B in the graphs), on the other hand, the variation from the reference configuration is more significant.

STIFFNESS

1,2

timber

STRENGTH

timber

Monolithic, deformable polyurethane and EPDM profiles (represented by XYLOFON 70 in the graphs) do not significantly change the strength of the connection when the elastic modulus of the material changes compared to the timber-to-timber case.

Ry/Rref

PIANO B air

XYLOFON 70 timber monotonic

influence on stiffness

profile structure

medium-high

as compressibility increases(*)

medium

profile thickness

significant

as thickness increases (for s > 6 mm)

significant

connector diameter

medium

ΔRy

as the diameter increases

medium

interface properties

significant

as the profile hardness decreases (shore)

low

(*) Directly proportional to the % of air contained in the material.

According to the analytical model, the use of large thickness values ( s > 6 mm ) leads to a progressive degradation of strength and stiffness regardless of the type of profile interposed. Mechanical stiffness, on the other hand, shows a more or less marked degradation trend depending on the different parameters investigated and their interconnection.

In conclusion, the mechanical behaviour of the investigated connections under monotonic and cyclic loading conditions is not particularly influenced by the presence of the monolithic XYLOFON and PIANO acoustic profiles.

COMPLETE SCIENTIFIC REPORT

CATALOGUE SOUNDPROOFING SOLUTIONS

The strength values, as a first approximation, can, in the case of profiles with a thickness not exceeding 6 mm, always be traced back to the case of direct timber-to-timber connection, thus neglecting the presence of the acoustic profile.

TIMBER | RESEARCH & DEVELOPMENT | 75

TBS

ETA-11/0030

UKTA-0836 22/6195

AC233 ESR-4645

FLANGE HEAD SCREW INTEGRATED WASHER The flange h ead s erves a s w asher a nd e nsures h igh h ead s trength and pull-through. Ideal in the presence of wind or variations in timber dimensions.

NEW-GENERATION WOODS

Ø6 - Ø8

Tested and certified for use on a wide variety of engineered timbers such as CLT, GL, LVL, OSB and Beech LVL. Extremely versatile, the TBS screw guarantees the use of new-generation woods for the creation of increasingly innovative and sustainable structures.

FAST With the 3 THORNS tip, screw grip becomes more reliable and faster, while maintaining the usual mechanical performance. More speed, less effort.

Ø10 - Ø12

BIT INCLUDED

DIAMETER [mm]

tbs

6 6

LENGTH [mm]

40 40

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

ELECTRO PLATED

1000 1000

electrogalvanized carbon steel

FIELDS OF USE • • • • •

76 | TBS | TIMBER

timber based panels fibreboard and MDF panels solid timber and glulam CLT and LVL high density woods

ETA-11/0030

SECONDARY BEAMS Ideal for fastening joists to sill beams to achieve high wind uplift resistance. The flange head guarantees excellent tensile strength which means the use of additional lateral fastening systems can be avoided.

I-JOIST Values also tested, certified and calculated for CLT and high density woods such as Microllam® LVL.

TIMBER | TBS | 77

Fastening SIP panels with 8 mm diameter TBS screws.

Fastening CLT walls with TBS screws.

GEOMETRY AND MECHANICAL CHARACTERISTICS

XXX

TBS

dK d2 d1

Ø6 - Ø8

Ø10 - Ø12

GEOMETRY Nominal diameter

[mm]

Head diameter

[mm]

15,50

19,00

25,00

29,00

Thread diameter

[mm]

3,95

5,40

6,40

6,80

Shank diameter

[mm]

4,30

5,80

7,00

8,00

Pre-drilling hole diameter(1)

dV,S

[mm]

4,0

5,0

6,0

7,0

Pre-drilling hole diameter(2)

dV,H

[mm]

4,0

6,0

7,0

8,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

Tensile strength

ftens,k

[kN]

11,3

20,1

31,4

33,9

Yield moment

My,k

[Nm]

9,5

20,1

35,8

48,0

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

Withdrawal resistance parameter

fax,k

[N/mm2]

11,7

15,0

29,0

Head-pull-through parameter

fhead,k [N/mm2]

10,5

20,0

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

78 | TBS | TIMBER

CODES AND DIMENSIONS d1

[mm]

CODE

[mm]

TBS670

TBS680

TBS690

TBS6100

100

TBS6120

TBS660

6 TX 30

8 TX 40

15,5

19,0

pcs

[mm]

CODE

[mm]

pcs

100

TBS10100

100

TBS10120

120

100

TBS10140

140

100

TBS10160

160

100

TBS10180

180

100

120

100

TBS10200

200

100

TBS6140

140

100

TBS10220

220

100

120

TBS6160

160

100

TBS10240

240

100

140

TBS6180

180

105

100

TBS10260

260

100

160

TBS6200

200

125

100

TBS10280

280

100

180

TBS6220

220

100

120

100

TBS10300

300

100

200

TBS6240

240

100

140

100

TBS10320

320

120

200

TBS6260

260

100

160

100

TBS10340

340

120

220

TBS6280

280

100

180

100

TBS10360

360

120

240

TBS6300

300

100

200

100

TBS10380

380

120

260

TBS6320

320

100

220

100

TBS10400

400

120

280

TBS6360

360

100

260

100

TBS10440

440

120

320

TBS6400

400

100

300

100

TBS10480

480

120

360

TBS840

100

TBS10520

520

120

400

TBS860

100

TBS10560

560

120

440

TBS880

TBS10600

600

120

480

TBS8100

100

TBS12200

200

120

TBS8120

120

TBS12240

240

120

TBS8140

140

TBS12280

280

120

160

TBS8160

160

100

TBS12320

320

120

200

TBS8180

180

100

TBS12360

360

120

240

TBS8200

200

100

TBS12400

400

140

260

TBS8220

220

100

120

TBS12440

440

140

300

TBS8240

240

100

140

TBS12480

480

140

340

TBS8260

260

100

160

TBS12520

520

140

380

TBS8280

280

100

180

TBS12560

560

140

420

TBS8300

300

100

200

TBS12600

600

140

460

TBS8320

320

100

220

TBS12800

800

160

640

TBS8340

340

100

240

TBS121000

1000

160

840

TBS8360

360

100

260

TBS8380

380

100

280

TBS8400

400

100

300

TBS8440

440

100

340

TBS8480

480

100

380

TBS8520

520

100

420

TBS8560

560

100

460

TBS8580

580

100

480

TBS8600

600

100

500

10 TX 50

12 TX 50

25,0

29,0

RELATED PRODUCTS

TBS MAX page 92

XYLOFON WASHER page 73

TORQUE LIMITER page 408

TIMBER | TBS | 79

MINIMUM DISTANCES FOR SHEAR LOADS | TIMBER ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

5∙d

a3,t

[mm]

15∙d

120

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

a4,c

[mm]

5∙d

10∙d

α=90°

[mm]

100

120

[mm]

5∙d

150

180

a3,t

[mm]

10∙d

100

120

100

120

a3,c

[mm]

10∙d

100

120

a4,t

[mm]

10∙d

100

120

a4,c

[mm]

5∙d

screws inserted WITH pre-drilled hole

α=0°

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

5∙d

[mm]

4∙d

[mm]

4∙d

120

144

a3,t

[mm]

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

7∙d

a4,c

[mm]

3∙d

α=90° 6

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2

unloaded end 90° < α < 270°

F a3,t

unload edge 180° < α < 360°

F α

a1 a1

stressed edge 0° < α < 180°

F α

a4,t

F a4,c

a3,c

NOTE on page 87.

Ref,V,k

a1 a1

Ref,V,k = nef RV,k

The nef value is given in the table below as a function of n and a1 .

2 3 4 5

4∙d 1,41 1,73 2,00 2,24

5∙d 1,48 1,86 2,19 2,49

6∙d 1,55 2,01 2,41 2,77

7∙d 1,62 2,16 2,64 3,09

( * ) For intermediate a values a linear interpolation is possible. 1

80 | TBS | TIMBER

8∙d 1,68 2,28 2,83 3,34

a 1( * ) 9∙d 1,74 2,41 3,03 3,62

10∙d 1,80 2,54 3,25 3,93

11∙d 1,85 2,65 3,42 4,17

12∙d 1,90 2,76 3,61 4,43

13∙d 1,95 2,88 3,80 4,71

≥ 14∙d 2,00 3,00 4,00 5,00

MINIMUM DISTANCES FOR SHEAR AND AXIAL LOADS | CLT screws inserted WITHOUT pre-drilled hole

lateral face

narrow face

[mm]

4∙d

[mm]

10∙d

100

120

[mm]

2,5∙d

[mm]

4∙d

a3,t

[mm]

6∙d

a3,t

[mm]

12∙d

120

144

a3,c

[mm]

6∙d

a3,c

[mm]

7∙d

a4,t

[mm]

6∙d

a4,t

[mm]

6∙d

a4,c

[mm]

2,5∙d

a4,c

[mm]

3∙d

a4,t

a3,c

d = d1 = nominal screw diameter

a2 a2

a3,t

a4,c

a3,c

a4,c

a3,t

a3,c a4,c a4,t

a4,c

tCLT

NOTE on page 87.

MINIMUM DISTANCES FOR SHEAR LOADS | LVL screws inserted WITHOUT pre-drilled hole

[mm]

5∙d

a3,t

[mm]

15∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

a4,c

[mm]

12∙d

5∙d

α=0°

α=90°

[mm]

120

[mm]

120

150

a3,t

[mm]

10d

100

a3,c

[mm]

10d

100

a4,t

[mm]

10d

100

a4,c

[mm]

α = load-to-grain angle d = d1 = nominal screw diameter

a2 a2

a4,t F

a3,t

a4,c

F F α

a3,c

NOTE on page 87.

TIMBER | TBS | 81

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR panel-to-timber

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

RV,0,k

SPAN

RV,k

Rax,90,k

Rax,0,k

Rhead,k

[mm]

[kN]

2,14 2,50 2,50 2,50 2,50 2,50 2,50 2,50 2,50 2,50 2,50 2,50 2,50 2,50 2,50 2,50

3,03 3,03 3,79 3,79 4,55 5,68 5,68 5,68 5,68 5,68 7,58 7,58 7,58 7,58 7,58 7,58 7,58 7,58

0,91 0,91 1,14 1,14 1,36 1,70 1,70 1,70 1,70 1,70 2,27 2,27 2,27 2,27 2,27 2,27 2,27 2,27

2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72

3,22 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89

3,23 5,25 5,25 5,25 8,08 8,08 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10

0,97 1,58 1,58 1,58 2,42 2,42 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03

4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09

timber-to-timber ε=90°

timber-to-timber ε=0°

RV,90,k

SPAN

geometry

TENSION

A L b d1

[mm] [mm] [mm] [mm]

[kN]

60 70 80 90 100 120 140 160 180 200 220 240 260 280 300 320 360 400

40 40 50 50 60 75 75 75 75 75 100 100 100 100 100 100 100 100

20 30 30 40 40 45 65 85 105 125 120 140 160 180 200 220 260 300

1,89 2,15 2,15 2,35 2,35 2,35 2,35 2,35 2,35 2,35 2,35 2,35 2,35 2,35 2,35 2,35 2,35 2,35

1,02 1,20 1,37 1,38 1,58 1,69 1,69 1,69 1,69 1,69 1,83 1,83 1,83 1,83 1,83 1,83 1,83 1,83

40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 440 480 520 560 580 600

32 52 52 52 80 80 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100

8 8 28 48 40 60 60 80 100 120 140 160 180 200 220 240 260 280 300 340 380 420 460 480 500

1,08 1,08 3,02 3,71 3,41 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71

0,90 1,08 1,70 1,95 2,54 2,61 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79

ε = screw-to-grain angle NOTES and GENERAL PRINCIPLES on page 87.

82 | TBS | TIMBER

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR panel-to-timber

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

RV,0,k

SPAN

RV,k

Rax,90,k

Rax,0,k

Rhead,k

[kN]

[mm]

[kN]

4,92

2,56

6,57

1,97

7,08

timber-to-timber ε=90°

timber-to-timber ε=0°

RV,90,k

SPAN

geometry

TENSION

A L b d1

[mm] [mm] [mm] [mm] 100

120

5,64

2,75

7,58

2,27

7,08

140

5,64

2,75

5,84

7,58

2,27

7,08

160

5,64

3,28

5,85

10,10

3,03

7,08

180

100

5,64

3,28

5,85

10,10

3,03

7,08

200

100

5,64

3,87

5,85

12,63

3,79

7,08

220

100

120

5,64

3,87

5,85

12,63

3,79

7,08

240

100

140

5,64

3,87

5,85

12,63

3,79

7,08

260

100

160

5,64

3,87

5,85

12,63

3,79

7,08

280

100

180

5,64

3,87

5,85

12,63

3,79

7,08

300

100

200

5,64

3,87

5,85

12,63

3,79

7,08

320

120

200

5,64

4,06

5,85

15,15

4,55

7,08

340

120

220

5,64

4,06

5,85

15,15

4,55

7,08

360

120

240

5,64

4,06

5,85

15,15

4,55

7,08

380

120

260

5,64

4,06

5,85

15,15

4,55

7,08

400

120

280

5,64

4,06

5,85

15,15

4,55

7,08

440

120

320

5,64

4,06

5,85

15,15

4,55

7,08

480

120

360

5,64

4,06

5,85

15,15

4,55

7,08

520

120

400

5,64

4,06

5,85

15,15

4,55

7,08

560

120

440

5,64

4,06

5,85

15,15

4,55

7,08

600

120

480

5,64

4,06

5,85

15,15

4,55

7,08

200

120

7,16

4,98

7,35

18,18

5,45

9,53

240

120

7,16

4,98

7,35

18,18

5,45

9,53

280

120

160

7,16

4,98

7,35

18,18

5,45

9,53 9,53

320

120

200

7,16

4,98

7,35

18,18

5,45

360

120

240

7,16

4,98

7,35

18,18

5,45

9,53

400

140

260

7,16

5,20

7,35

21,21

6,36

9,53

440

140

300

7,16

5,20

7,35

21,21

6,36

9,53

480

140

340

7,16

5,20

7,35

21,21

6,36

9,53

520

140

380

7,16

5,20

7,35

21,21

6,36

9,53

560

140

420

7,16

5,20

7,35

21,21

6,36

9,53 9,53

600

140

460

7,16

5,20

7,35

21,21

6,36

800

160

640

7,16

5,43

7,35

24,24

7,27

9,53

1000

160

840

7,16

5,43

7,35

24,24

7,27

9,53

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 87.

TIMBER | TBS | 83

STRUCTURAL VALUES | CLT

CHARACTERISTIC VALUES EN 1995:2014 SHEAR CLT-CLT lateral face

geometry

CLT-CLT lateral face-narrow face

panel-CLT lateral face

CLT-panel-CLT lateral face

SPAN

SPAN b d1

RV,k

SPAN

RV,k

SPAN

[mm]

[kN]

[mm]

[kN]

60÷70 80÷90 100 120÷200 220÷400 40 60÷100 120÷140 160÷600 100 120÷140 160÷180 200÷300 320÷600 200÷360 400÷600 800÷1000

40 50 60 75 100 32 52 80 100 52 60 80 100 120 120 140 160

[mm] ≥ 20 ≥ 30

1,77 2,00 2,22 2,22 2,22 0,98 2,23 3,16 3,51 4,50 5,22 5,33 5,33 5,33 6,76 6,76 6,76

0,98 1,70 2,80 2,98 3,14 3,41 4,12 4,52 4,52 5,72 5,72 5,72

[mm] [mm] ≥ 20 ≥ 30 ≥ 40 18 ≥ 50 ≥ 100 ≥5 ≥ 15 22 ≥ 45 ≥ 65 ≥ 35 ≥ 45 ≥ 65 25 ≥ 85 ≥ 145 ≥ 85 25 ≥ 185 ≥ 385

40 ≥ 45 ≥ 120 8 ≥ 30 ≥ 40 ≥ 60 48 ≥ 60 ≥ 80 ≥ 100 ≥ 200 ≥ 80 ≥ 260 ≥ 640

1,82 1,82 1,82 1,82 1,82 1,65 2,66 2,98 2,98 4,20 4,44 4,44 4,44 4,44 4,72 4,72 4,72

SHEAR CLT-timber lateral face

geometry

timber-CLT narrow face

A L b d1

RV,k

[mm]

[kN]

60-70 80-90 100 120-200 220-400 40 60-100 120-140 160-600 100 120-140 160-180 200-300 320-600 200-360 400-600 800-1000

40 50 60 75 100 32 52 80 100 52 60 80 100 120 120 140 160

[mm] ≥ 20 ≥ 30

1,79 2,02 2,26 2,26 2,26 0,98 2,36 3,20 3,57 4,78 5,32 5,42 5,42 5,42 6,87 6,87 6,87

1,08 1,70 2,90 3,01 3,17 3,43 4,15 4,56 4,57 5,77 5,77 5,77

84 | TBS | TIMBER

40 ≥ 45 ≥ 120 8 ≥ 30 ≥ 40 ≥ 60 48 ≥ 60 ≥ 80 ≥ 100 ≥ 200 ≥ 80 ≥ 260 ≥ 640

RV,k [kN] 2,67 2,67 2,67 2,67 2,67 1,23 3,64 3,64 3,64 4,47 4,47 4,47 4,47 4,47 4,72 4,72 4,72

STRUCTURAL VALUES | CLT

CHARACTERISTIC VALUES EN 1995:2014 TENSION

geometry

thread withdrawal narrow face

head pull-through

A L b d1

Rax,k

Rhead,k

[mm]

[kN]

60÷70 80÷90 100 120÷200 220÷400

40 50 60 75 100

2,81 3,51 4,21 5,27 7,02

2,52 2,52 2,52 2,52 2,52

40 60÷100 120÷140 160÷600

32 52 80 100

3,00 4,87 7,49 9,36

2,39 3,70 5,45 6,66

3,79 3,79 3,79 3,79

100 120÷140 160÷180 200÷300 320÷600

52 60 80 100 120

6,08 7,02 9,36 11,70 14,04

4,42 5,03 6,51 7,96 9,38

6,56 6,56 6,56 6,56 6,56

200÷360 400÷600 800÷1000

120 140 160

16,85 19,66 22,46

10,86 12,47 14,06

8,83 8,83 8,83

NOTES and GENERAL PRINCIPLES on page 87.

Complete calculation reports for designing in wood? Download MyProject and simplify your work!

TIMBER | TBS | 85

STRUCTURAL VALUES | LVL

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

LVL-LVL

LVL-LVL- LVL

LVL-timber

timber-LVL

t2 A L b d1

d1 [mm]

RV,k

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

80÷90

≥ 30

2,21

100

3,02

≥ 75

5,47

≥ 70

≥ 85

6,05

2,92

40 ≥ 45 ≥ 120

2,44

3,02

45 ≥ 45 ≥ 120

2,80

3,02

≥ 45

120÷200

220÷400

100

45 ≥ 45 ≥ 120

120÷140

≥ 60

4,74

≥ 60

4,34

≥ 40

3,51

160÷180

100

≥ 60

4,74

≥ 60

4,57

≥ 60

3,85

200÷600

100

≥ 60

4,74

≥ 60

≥ 75

9,48

≥ 60

4,57

≥ 60

3,85 5,84

120÷140

160÷180

200

100

220÷300 320÷600

≥ 75

2,92

≥ 80

5,85

7,10 7,10

100 ≥ 100

5,85

13,73

100 ≥ 100

14,69

≥ 200

7,10

≥ 200

5,85

7,35

100

100 ≥ 120

7,35

120

≥ 200

7,35

≥ 75 ≥ 100

≥ 75 ≥ 125

≥ 75

thread withdrawal flat

thread withdrawal edge

head pull-through flat

Rax,k

Rhead,k

A L b d1

[mm]

[kN]

60÷70 80÷90 100 120÷200 220÷400 40 60÷100 120÷140 160÷180 200÷600 100 120÷140 160÷180 200÷300 320÷600

40 50 60 75 100 32 52 80 100 100 52 60 80 100 120

3,48 4,36 5,23 6,53 8,71 3,72 6,04 9,29 11,61 11,61 7,55 8,71 11,61 14,52 17,42

2,32 2,90 3,48 4,36 5,81 2,48 4,03 6,19 7,74 7,74 5,03 5,81 7,74 9,68 11,61

4,65 4,65 4,65 4,65 4,65 6,99 6,99 6,99 6,99 6,99 12,10 12,10 12,10 12,10 12,10

NOTES and GENERAL PRINCIPLES on page 87.

86 | TBS | TIMBER

2,44

6,60

7,23

geometry

2,44

≥ 60

TENSION

RV,k

5,85

STRUCTURAL VALUES GENERAL PRINCIPLES • Characteristic values consistent with EN 1995:2014 and in accordance with ETA-11/0030. • Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

The coefficients γM and kmod should be taken according to the current regulations used for the calculation.

• The characteristics shear resistance are calculated considering a minimum fixing length of 4 d1 .

• For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030.

• The characteristic shear strength is independent from the direction of the grain of the CLT panels outer layer.

• Sizing and verification of the timber elements and panels must be done separately. • The screws must be positioned in accordance with the minimum distances.

• The axial thread withdrawal resistance in the narrow face is valid for minimum CLT thickness tCLT,min = 10∙d1 and minimum screw pull-through depth tpen = 10∙d1 .

NOTES | LVL

• Shear strengths were calculated considering the threaded part fully inserted in the second element. • The characteristic panel-timber shear strength are calculated considering an OSB panel or particle board with a SPAN thickness and density ρk = 500 kg/m3.

• For the calculation process, a mass density of ρk = 480 kg/m3 has been considered for the softwood LVL elements and a mass density of ρ k = 385 kg/m3 has been considered for timber elements.

• The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b.

• The characteristic shear strengths are evaluated for connectors inserted on the side face (wide face) considering, for individual timber elements, a 90° angle between the connector and the grain, a 90° angle between the connector and the side face of the LVL element and a 0° angle between the force and the grain.

• The head pull-through characteristic strength was calculated using timber elements.

• The axial thread-withdrawal resistance was calculated considering a 90° angle between the grains and the connector.

• For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

• Screws shorter than the minimum in the table are not compatible with the calculation assumptions and are therefore not reported.

NOTES | TIMBER • The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector. • The characteristic panel-timber shear strengths were evaluated considering an angle ε of 90° between the grains of the timber element and the connector. • The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength on the table (timber-to-timber shear and tensile) can be converted by the kdens coefficient.

R’V,k = kdens,v RV,k R’ax,k = kdens,ax Rax,k R’head,k = kdens,ax Rhead,k ρk

350

380

385

405

425

430

440

C-GL

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

kdens,ax

0,92

0,98

1,00

1,04

1,08

1,09

1,11

[kg/m3 ]

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

MINIMUM DISTANCES NOTES | TIMBER

NOTES | LVL

• The minimum distances comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The minimum distances are compliant with ETA-11/0030 and are to be considered valid unless otherwise specified in the technical documents for the LVL panels.

• The minimum spacing for all panel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,85. • In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5. • The spacing a1 in the table for screws with 3 THORNS tip inserted without pre-drilling hole in timber elements with density ρk ≤ 420 kg/m3 and loadto-grain angle α=0° was assumed to be 10∙d based on experimental tests; alternatively, adopt 12∙d in accordance with EN 1995:2014.

11,4 d 75

• The minimum distances referred to "narrow face" are valid for minimum screw pull-through depth tpen = 10∙d1 .

TIMBER | TBS | 87

TBS SOFTWOOD

EN 14592

FLANGE HEAD SCREW SAW TIP Special self-perforating tip with serrated thread (SAW tip) that cuts the timber grains, facilitating initial grip and subsequent pull-through.

INTEGRATED WASHER The flange head serves as washer and ensures high head strength and pull-through. Ideal in the presence of wind or variations in timber dimensions.

LONGER THREAD Greater thread length (60%) to ensure superb joint closure and great versatility.

SOFTWOOD Optimised geometry for maximum performance on the most common construction timbers.

DIAMETER [mm]

6 6

LENGTH [mm]

16 400

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

ELECTRO PLATED

1000

electrogalvanized carbon steel

FIELDS OF USE • • • • •

88 | TBS SOFTWOOD | TIMBER

timber based panels fibreboard and MDF panels solid timber glulam (Glued Laminated Timber) CLT and LVL

CODES AND DIMENSIONS d1

[mm]

6 TX 30

15,5

CODE

[mm]

pcs

[mm]

CODE

[mm]

pcs

TBSS680

100

TBSS8180

180

100

TBSS6100

100

TBSS8200

200

100

TBSS6120

120

100

TBSS8220

220

100

120

TBSS6140

140

100

TBSS8240

240

100

140

TBSS6160

160

100

TBSS8260

260

100

160

TBSS8280

280

100

180

TBSS8300

300

100

200

TBSS8320

320

120

200

TBSS8340

340

120

220

TBSS8360

360

120

240

8 TX 40

19,0

TBSS8380

380

120

260

TBSS8400

400

120

280

GEOMETRY AND MECHANICAL CHARACTERISTICS

XXX

S TB S

d2 d1 dS

b L

GEOMETRY Nominal diameter Head diameter Thread diameter Shank diameter Pre-drilling hole diameter (softwood)(1)

d1 dK d2 dS dV

[mm] [mm] [mm] [mm] [mm]

6 15,50 3,95 4,30 4,0

8 19,00 5,40 5,80 5,0

6 12,0 9,5 12,0 350 13,0 350

8 19,0 18,5 12,0 350 13,0 350

(1) For high density materials, pre-drilled holes are recommended based on the wood specie.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter Tensile strength Yield moment Withdrawal resistance parameter Associated density Head-pull-through parameter Associated density

d1 ftens,k My,k fax,k ρa fhead,k ρa

[mm] [kN] [Nm] [N/mm2] [kg/m3] [N/mm2] [kg/m3]

TIMBER FRAME & SIP PANELS Range of sizes designed for fastening applications of medium to large structural elements such as lightweight boards and frames up to SIP and Sandwich type panels.

TIMBER | TBS SOFTWOOD | 89

MINIMUM DISTANCES FOR SHEAR LOADS ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

α=90° 6

[mm]

12∙d

[mm]

5∙d

[mm]

5∙d

[mm]

5∙d

a3,t

[mm]

15∙d

120

a3,t

[mm]

10∙d

a3,c

[mm]

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

a4,t

[mm]

10∙d

a4,c

[mm]

5∙d

a4,c

[mm]

5∙d

screws inserted WITH pre-drilled hole

α=0°

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

a4,c

[mm]

α=90°

[mm]

4∙d

[mm]

4∙d

a3,t

[mm]

7∙d

a3,c

[mm]

7∙d

3∙d

a4,t

[mm]

7∙d

3∙d

a4,c

[mm]

3∙d

5∙d

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2

unloaded end 90° < α < 270°

F a3,t

unload edge 180° < α < 360°

F α

a1 a1

stressed edge 0° < α < 180°

F α

a4,t

F a4,c

a3,c

NOTE on page 91.

Ref,V,k

a1 a1

Ref,V,k = nef RV,k

The nef value is given in the table below as a function of n and a1 .

2 3 4 5

4∙d 1,41 1,73 2,00 2,24

5∙d 1,48 1,86 2,19 2,49

6∙d 1,55 2,01 2,41 2,77

7∙d 1,62 2,16 2,64 3,09

( * ) For intermediate a values a linear interpolation is possible. 1

90 | TBS SOFTWOOD | TIMBER

8∙d 1,68 2,28 2,83 3,34

a 1( * ) 9∙d 1,74 2,41 3,03 3,62

10∙d 1,80 2,54 3,25 3,93

11∙d 1,85 2,65 3,42 4,17

12∙d 1,90 2,76 3,61 4,43

13∙d 1,95 2,88 3,80 4,71

≥ 14∙d 2,00 3,00 4,00 5,00

STRUCTURAL VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

TENSION

timber-to-timber ε=90°

panel-to-timber

thread withdrawal

head pull-through

SPAN

geometry

A L b d1

[mm] [mm] [mm] [mm] 80 50 30 100 60 40 6 120 75 45 140 80 60 160 90 70 180 100 80 200 100 100 220 100 120 240 100 140 260 100 160 280 100 180 8 300 100 200 320 120 200 340 120 220 360 120 240 380 120 260 400 120 280

RV,90,k

SPAN

RV,k

Rax,90,k

Rhead,k

[kN] 2,07 2,31 2,33 2,33 2,33 3,57 3,57 3,57 3,57 3,57 3,57 3,57 3,57 3,57 3,57 3,57 3,57

[mm]

[kN] 1,92 2,64 2,70 2,70 2,70 4,10 4,10 4,10 4,10 4,10 4,10 4,10 4,10 4,10 4,10 4,10 4,10

[kN] 3,89 4,66 5,83 6,22 6,99 10,36 10,36 10,36 10,36 10,36 10,36 10,36 12,43 12,43 12,43 12,43 12,43

[kN] 3,37 3,37 3,37 3,37 3,37 5,06 5,06 5,06 5,06 5,06 5,06 5,06 5,06 5,06 5,06 5,06 5,06

STRUCTURAL VALUES GENERAL PRINCIPLES

NOTES

• Characteristic values according to EN 1995:2014.

• The characteristic timber-to-timber shear strengths were evaluated by considering an angle ε of 90° between the grains of the second element and the connector.

• Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

The coefficients γM and kmod should be taken according to the current regulations used for the calculation. •

Mechanical strength values and screw geometry comply with CE marking according to EN 14592.

• Sizing and verification of the timber elements, panels and metal plates must be done separately. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • The values in the table are independent of the load-to-grain angle.

• The characteristic panel-timber shear strengths were evaluated considering an angle ε of 90° between the grains of the timber element and the connector. • The characteristic thread withdrawal strength was evaluated by considering a 90° angle ε between the fibers of the timber element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different values of ρk , the strength values in the table (timber-to-timber shear, steel-to-timber shear and tensile) can be converted by means of the coefficient kdens.

R’V,k = kdens,v RV,k R’ax,k = kdens,ax Rax,k

• The screws must be positioned in accordance with the minimum distances.

R’head,k = kdens,ax Rhead,k

• The characteristic panel-timber shear strengths are calculated considering an OSB3 or OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN.

[kg/m3 ]

C-GL

• The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b.

kdens,v kdens,ax

0,92

• The head pull-through characteristic strength was calculated using timber elements.

ρk

380

385

405

425

430

440

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

0,90

0,98

1,00

1,02

1,05

1,07

0,98

1,00

1,04

1,08

1,09

1,11

350

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

MINIMUM DISTANCES NOTES • Minimum distances in accordance with EN 1995:2014. • The minimum spacing for all panel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,85.

TIMBER | TBS SOFTWOOD | 91

TBS MAX

ETA-11/0030

UKTA-0836 22/6195

AC233 ESR-4645

XL FLANGE HEAD SCREW FLANGE HEAD OF INCREASED SIZE The oversized head provides excellent head pull-through strength and joint tightening capacity.

LONGER THREAD The oversized thread of the TBS MAX guarantees excellent withdrawal resistance and closing strength of the joint.

RIBBED FLOORS Thanks to its large head and oversized thread, it is the ideal screw in the production of ribbed floors (Rippendecke). Used in conjunction with SHARP METAL, it optimises the number of fasteners by avoiding the use of presses when gluing timber elements together.

BIT INCLUDED

DIAMETER [mm] LENGTH [mm]

tbs max

16 120

400

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

ELECTRO PLATED

1000

electrogalvanized carbon steel

FIELDS OF USE • • • • • •

92 | TBS MAX | TIMBER

timber based panels fibreboard and MDF panels SIP and ribbed panels. solid timber and glulam CLT and LVL high density woods

ETA-11/0030

CODES AND DIMENSIONS d1

[mm]

8 TX 40

24,5

CODE

[mm]

120 160 180 200 220

100 120 120 120 120

20 40 60 80 100

TBSMAX8120 TBSMAX8160 TBSMAX8180 TBSMAX8200 TBSMAX8220

pcs 50 50 50 50 50

[mm]

8 TX 40

24,5

CODE TBSMAX8240 TBSMAX8280 TBSMAX8320 TBSMAX8360 TBSMAX8400

[mm]

240 280 320 360 400

120 120 120 120 120

120 160 200 240 280

pcs 50 50 50 50 50

GEOMETRY AND MECHANICAL CHARACTERISTICS

XXX

TBS

d2 d1 dS

b L

GEOMETRY Nominal diameter Head diameter Thread diameter Shank diameter Pre-drilling hole diameter(1) Pre-drilling hole diameter(2)

d1 dK d2 dS dV,S dV,H

[mm] [mm] [mm] [mm] [mm] [mm]

8 24,50 5,40 5,80 5,0 6,0

d1 ftens,k My,k

[mm] [kN] [Nm]

8 20,1 20,1

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter Tensile strength Yield moment

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

Withdrawal resistance parameter

fax,k

[N/mm2]

11,7

15,0

29,0

Head-pull-through parameter

fhead,k [N/mm2]

10,5

20,0

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

TBS MAX FOR RIB TIMBER With its increased thread (120 mm) and enlarged head (24,5 mm), the TBS MAX guarantees excellent grip and superb joint closure. Ideal for the production of ribbed floors (Rippendecke), optimising the number of fastenings.

SHARP METAL Ideal in combination with the SHARP METAL system, as the enlarged head guarantees excellent joint tightening, making the use of presses unnecessary when gluing wooden elements together.

TIMBER | TBS MAX | 93

MINIMUM DISTANCES FOR SHEAR LOADS | TIMBER ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

a3,t

[mm]

a3,c

[mm]

a4,t a4,c

α=90°

[mm]

5∙d

[mm]

5∙d

15∙d

120

a3,t

[mm]

10∙d

a3,c

[mm]

10∙d

[mm]

5∙d

a4,t

[mm]

10∙d

[mm]

5∙d

a4,c

[mm]

5∙d

10∙d

8 5∙d

α = load-to-grain angle d = d1 = nominal screw diameter

screws inserted WITH pre-drilled hole

α=0°

[mm]

5∙d

[mm]

4∙d

α=90° 8 32

[mm]

3∙d

[mm]

4∙d

a3,t

[mm]

12∙d

a3,t

[mm]

7∙d

a3,c

[mm]

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,t

[mm]

7∙d

a4,c

[mm]

3∙d

a4,c

[mm]

3∙d

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

α F α

a4,t

F a4,c

a3,c

NOTES • Minimum distances are in accordance with EN 1995:2014 as per ETA-11/0030 considering a timber characteristic density of ρk ≤ 420 kg/m3. • The minimum spacing for all panel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,85.

• The spacing a1 in the table for screws with 3 THORNS tip inserted without pre-drilling hole in timber elements with density ρk ≤ 420 kg/m3 and loadto-grain angle α=0° was assumed to be 10∙d based on experimental tests; alternatively, adopt 12∙d in accordance with EN 1995:2014.

• In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5.

SHARP METAL STEEL HOOKED PLATES The joint between the two timber elements is made by the mechanical engagement of the metal hooks in the timber. The system is non-invasive can be uninstalled. www.rothoblaas.com

94 | TBS MAX | TIMBER

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR panel-to-timber

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

RV,0,k

SPAN

Rax,90,k

Rax,0,k

Rhead,k

[mm]

timber-to-timber ε=90°

timber-to-timber ε=0°

RV,90,k

SPAN

geometry

TENSION

A L b d1

[mm] [mm] [mm] [mm]

[kN]

120

100

2,71

2,17

RV,k [kN]

[kN]

4,27

10,10

3,03

9,72

160

120

4,78

2,84

5,28

12,12

3,64

9,72

180

120

5,11

2,94

5,28

12,12

3,64

9,72

200

120

5,11

2,94

5,28

12,12

3,64

9,72

220

120

100

5,11

2,94

5,28

12,12

3,64

9,72

240

120

5,11

2,94

5,28

12,12

3,64

9,72

280

120

160

5,11

2,94

5,28

12,12

3,64

9,72

320

120

200

5,11

2,94

5,28

12,12

3,64

9,72

360

120

240

5,11

2,94

5,28

12,12

3,64

9,72

400

120

280

5,11

2,94

5,28

12,12

3,64

9,72

ε = screw-to-grain angle NOTES | TIMBER • The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector. • The characteristic panel-timber shear strengths were evaluated considering an angle ε of 90° between the grains of the timber element and the connector. • The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength on the table (timber-to-timber shear and tensile) can be converted by the kdens coefficient.

ρk

350

380

385

405

425

430

440

C-GL

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

kdens,ax

0,92

0,98

1,00

1,04

1,08

1,09

1,11

[kg/m3 ]

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

GENERAL PRINCIPLES on page 97.

R’V,k = kdens,v RV,k R’ax,k = kdens,ax Rax,k R’head,k = kdens,ax Rhead,k

Ref,V,k

a1 a1

Ref,V,k = nef RV,k

The nef value is given in the table below as a function of n and a1 .

2 3 4 5

4∙d 1,41 1,73 2,00 2,24

5∙d 1,48 1,86 2,19 2,49

6∙d 1,55 2,01 2,41 2,77

7∙d 1,62 2,16 2,64 3,09

8∙d 1,68 2,28 2,83 3,34

a 1( * ) 9∙d 1,74 2,41 3,03 3,62

10∙d 1,80 2,54 3,25 3,93

11∙d 1,85 2,65 3,42 4,17

12∙d 1,90 2,76 3,61 4,43

13∙d 1,95 2,88 3,80 4,71

≥ 14∙d 2,00 3,00 4,00 5,00

( * ) For intermediate a values a linear interpolation is possible. 1

TIMBER | TBS MAX | 95

STRUCTURAL VALUES | CLT

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

CLT-CLT lateral face

geometry

CLT-CLT lateral face-narrow face

panel-CLT lateral face

CLT-panel-CLT lateral face

SPAN

SPAN b d1

RV,k

SPAN

RV,k

SPAN

[mm]

[kN]

[mm]

[kN]

[mm] [mm]

RV,k [kN]

120

100

2,46

3,64

160

120

4,43

3,71

3,64

180

120

4,81

3,99

3,64

200

120

4,81

3,99

220

120

100

4,81

3,99

3,64 22

3,64

240

120

4,81

3,99

3,64

105

3,64

280

120

160

4,81

3,99

3,64

125

3,64

320

120

200

4,81

3,99

3,64

145

3,64

360

120

240

4,81

3,99

3,64

165

3,64

SHEAR geometry

TENSION

CLT-timber lateral face

timber-CLT narrow face

thread withdrawal narrow face

head pull-through

RV,k

Rax,k

Rhead,k

A L b d1

[mm]

[kN]

120

100

2,46

2,71

9,36

6,66

9,00

160

120

4,50

3,91

11,23

7,85

9,00

180

120

4,87

4,02

11,23

7,85

9,00

200

120

4,87

4,02

11,23

7,85

9,00

220

120

100

4,87

4,02

11,23

7,85

9,00

240

120

4,87

4,02

11,23

7,85

9,00

280

120

160

4,87

4,02

11,23

7,85

9,00

320

120

200

4,87

4,02

11,23

7,85

9,00

360

120

240

4,87

4,02

11,23

7,85

9,00

NOTES and GENERAL PRINCIPLES on page 97.

96 | TBS MAX | TIMBER

MINIMUM DISTANCES FOR SHEAR AND AXIAL LOADS | CLT screws inserted WITHOUT pre-drilled hole

lateral face

narrow face

[mm]

4∙d

[mm]

10∙d

[mm]

2,5∙d

[mm]

4∙d

a3,t

[mm]

6∙d

a3,t

[mm]

12∙d

a3,c

[mm]

6∙d

a3,c

[mm]

7∙d

a4,t

[mm]

6∙d

a4,t

[mm]

6∙d

a4,c

[mm]

2,5∙d

a4,c

[mm]

3∙d

d = d1 = nominal screw diameter

a2 a2

a3,c

a4,t α

a4,c

a4,c α

a3,t

a3,c

a4,c

tCLT

a3,t

F a3,c a4,c a4,t

tCLT

NOTES • The minimum distances are compliant with ETA-11/0030 and are to be considered valid unless otherwise specified in the technical documents for the CLT panels.

• The minimum distances referred to "narrow face" are valid for minimum screw pull-through depth tpen = 10∙d1 .

• Minimum distances are valid for minimum CLT thickness tCLT,min =10∙d1 .

STRUCTURAL VALUES GENERAL PRINCIPLES

NOTES | CLT

• Characteristic values consistent with EN 1995:2014 and in accordance with ETA-11/0030.

• The characteristic values are according to the national specifications ÖNORM EN 1995 - Annex K.

• Design values can be obtained from characteristic values as follows:

• For the calculation process, a mass density of ρ k = 350 kg/m3 has been considered for CLT elements and a mass density of ρ k = 385 kg/m3 has been considered for timber elements.

Rd =

Rk kmod γM

• The characteristics shear resistance are calculated considering a minimum fixing length of 4 d1 . • The characteristic shear strength is independent from the direction of the grain of the CLT panels outer layer. • The axial thread withdrawal resistance is valid for minimum CLT thickness tCLT,min = 10∙d1 and minimum screw pull-through depth tpen = 10∙d1 .

• The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • The screws must be positioned in accordance with the minimum distances. • The characteristic panel-timber shear strengths are calculated considering an OSB panel or particle board with a SPAN thickness. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The head pull-through characteristic strength was calculated using timber elements. • For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

TIMBER | TBS MAX | 97

TBS FRAME

AC233 ESR-4645

FLAT FLANGE HEAD SCREW FLAT FLANGE HEAD The flange head ensures excellent tightening capacity of the joint; the flat shape allows a joint without additional thickness on the wooden surface, thus enabling the fixing of plates on the same element without interference.

SHORT THREAD The short, fixed-length thread at 1 1/3" (34 mm) is optimised for fastening multi-layer elements (Multi-ply) for lightweight frame construction.

BLACK E-COATING Coated with black E-coating for easy recognition on site and increased corrosion resistance.

3 THORNS TIP TBSF is easily installed without pre-drilling hole. More screws can be used in less space and larger screws in smaller elements.

BIT INCLUDED

DIAMETER [mm]

LENGTH [mm]

16 175

1000

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

E-COATING

electrogalvanised carbon steel with black E-Coating

FIELDS OF USE • • • • •

98 | TBS FRAME | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods multilayer lattice beams

ETA-11/0030

CODES AND DIMENSIONS d1

[mm]

8 TX 40

CODE

[mm]

[in]

pcs

TBSF873

2 7/8''

1 5/16''

3''

TBSF886

3 3/8''

1 5/16''

3 1/2''

TBSF898

102

3 7/8''

1 5/16''

4''

TBSF8111

111

114

4 3/8''

1 5/16''

4 1/2''

TBSF8130

130

134

5 1/8''

1 5/16''

5 1/4''

TBSF8149

149

152

5 7/8''

1 5/16''

6''

TBSF8175

175

178

6 7/8''

1 5/16''

7''

GEOMETRY AND MECHANICAL CHARACTERISTICS

XXX

BSF

d2 d1 dS

b L

Nominal diameter Head diameter Thread diameter Shank diameter Pre-drilling hole diameter(1) Pre-drilling hole diameter(2) Characteristic tensile strength Characteristic yield moment

d1 dK d2 dS dV,S dV,H ftens,k My,k

[mm] [mm] [mm] [mm] [mm] [mm] [kN] [Nm]

8 19,00 5,40 5,80 5,0 6,0 20,1 20,1

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

Characteristic withdrawal resistance parameter

fax,k

[N/mm2]

11,7

15,0

29,0

Characteristic head-pull-through parameter

fhead,k [N/mm2]

10,5

20,0

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

MULTILAYER LATTICE It is available in optimised lengths for fastening 2-, 3- and 4-layer lattice elements of the most common solid timber and LVL dimensions.

TIMBER | TBS FRAME | 99

MINIMUM DISTANCES FOR SHEAR LOADS | TIMBER ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

8 80 40 120 80 40 40

10∙d 5∙d 15∙d 10∙d 5∙d 5∙d

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

α=90° 8 40 40 80 80 80 40

5∙d 5∙d 10∙d 10∙d 10∙d 5∙d

screws inserted WITH pre-drilled hole

α=0°

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

8 40 24 96 56 24 24

5∙d 3∙d 12∙d 7∙d 3∙d 3∙d

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

α=90°

4∙d 4∙d 7∙d 7∙d 7∙d 3∙d

8 32 32 56 56 56 24

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

α F α

a4,t

F a4,c

a3,c

NOTES • The minimum distances comply with the EN 1995:2014 standard in accordance with ETA-11/0030. • In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5.

APPLICATION EXAMPLES: LIGHTWEIGHT FRAME

screw: TBSF873

screw: TBSF8111

screw: TBSF8149

timber element: 2 x 38 mm (1 1/2'')

timber element: 3 x 38 mm (1 1/2'')

timber element: 4 x 38 mm (1 1/2'')

total thickness:

total thickness: 114 mm (4 1/2'')

total thickness: 152 mm (6 '')

76 mm (3 '')

100 | TBS FRAME | TIMBER

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

TENSION

timber-to-timber ε=90°

geometry

A L

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

Rax,90,k [kN] 3,43 3,43 3,43 3,43 3,43 3,43 3,43

Rax,0,k [kN] 1,03 1,03 1,03 1,03 1,03 1,03 1,03

Rhead,k [kN] 4,09 4,09 4,09 4,09 4,09 4,09 4,09

A T

b d1

d1 L b T T A A [mm] [mm] [mm] [mm] [in] [mm] [in] 73 34 76 3'' 38 1 1/2'' 86 34 90 3 1/2'' 45 1 3/4'' 98 34 102 4'' 51 2'' 111 34 114 4 1/2'' 57 2 1/4'' 8 130 34 134 5 1/4'' 67 2 5/8'' 149 34 152 6'' 76 3'' 175 34 178 7'' 89 3 1/2''

RV,90,k [kN] 2,91 3,27 3,51 3,54 3,54 3,54 3,54

STRUCTURAL VALUES | LVL SHEAR LVL-LVL ε=90°

geometry

A L

TENSION thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

Rax,90,k [kN] 3,95 3,95 3,95 3,95 3,95 3,95 3,95

Rax,0,k [kN] 2,63 2,63 2,63 2,63 2,63 2,63 2,63

Rhead,k [kN] 6,99 6,99 6,99 6,99 6,99 6,99 6,99

A T

b d1

RV,90,k [kN] 3,54 3,90 3,98 3,98 3,98 3,98 3,98

ε = screw-to-grain angle GENERAL PRINCIPLES

NOTES | TIMBER

• Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The characteristic timber-to-timber shear strengths were evaluated considering an angle ε of 90° (RV,90,k) between the grains of the second element and the connector.

• Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

• The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength values in the table can be converted by the kdens coefficient (see page 87). • For a row of n screws arranged parallel to the direction of the grain at a distance a1 , the characteristic effective shear bearing capacity Ref,V,k can be calculated by means of the effective number nef (see page 80).

• The screws must be positioned in accordance with the minimum distances. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • The characteristic shear strengths were evaluated by considering the threaded part fully inserted in the second element. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The head pull-through characteristic strength was calculated using timber elements.

NOTES | LVL • For the calculation process a mass density equal to ρk = 480 kg/m3 has been considered for softwood LVL elements. • The characteristic shear strengths are evaluated for connectors inserted on the side face (wide face) considering, for individual timber elements, a 90° angle between the connector and the grain, a 90° angle between the connector and the side face of the LVL element and a 0° angle between the force and the grain. • The axial thread-withdrawal resistance was calculated considering a 90° angle between the grains and the connector.

TIMBER | TBS FRAME | 101

TBS EVO

ETA-11/0030

UKTA-0836 22/6195

AC233 | AC257 ESR-4645

FLANGE HEAD SCREW C4 EVO COATING Multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure test, as per ISO 9227. Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

INTEGRATED WASHER The flange head serves as washer and ensures high head strength and pullthrough. Ideal in the presence of wind or variations in timber dimensions.

AUTOCLAVE-TREATED TIMBER The C4 EVO coating has been certified according to US acceptance criterion AC257 for outdoor use in ACQ-treated wood.

T3 TIMBER CORROSIVITY Coating suitable for use in applications on wood with an acidity level (pH) greater than 4, such as spruce, larch and pine (see page 314).

BIT INCLUDED

DIAMETER [mm]

6 6

LENGTH [mm]

400

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

EVO COATING

1000

carbon steel with C4 EVO coating

FIELDS OF USE • • • • •

102 | TBS EVO | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods ACQ, CCA treated timber

ETA-11/0030

OUTDOOR WALKWAYS Ideal for the construction of outdoor structures such as walkways and arcades. Values also certified for screw insertion parallel to the grain. Ideal for fastening aggressive woods containing tannins.

SIP PANELS Values also tested, certified and calculated for CLT and high density woods such as Microllam® LVL. Suitable for fastening SIP and sandwich panels.

TIMBER | TBS EVO | 103

Fastening Wood Trusses outdoors.

Multi-ply beam fastening.

GEOMETRY AND MECHANICAL CHARACTERISTICS

XXX

TBS

dK d2 d1

Ø6 - Ø8

Ø10

GEOMETRY Nominal diameter

[mm]

Head diameter

[mm]

15,50

19,00

25,00

Thread diameter

[mm]

3,95

5,40

6,40

Shank diameter

[mm]

4,30

5,80

7,00

Pre-drilling hole diameter(1)

dV,S

[mm]

4,0

5,0

6,0

Pre-drilling hole diameter(2)

dV,H

[mm]

4,0

6,0

7,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

Tensile strength

ftens,k

[kN]

11,3

20,1

31,4

Yield moment

My,k

[Nm]

9,5

20,1

35,8

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

Withdrawal resistance parameter

fax,k

[N/mm2]

11,7

15,0

29,0

Head-pull-through parameter

fhead,k [N/mm2]

10,5

20,0

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

104 | TBS EVO | TIMBER

CODES AND DIMENSIONS d1

[mm]

6 TX 30

8 TX 40

15,5

19,0

CODE TBSEVO660 TBSEVO680 TBSEVO6100 TBSEVO6120 TBSEVO6140 TBSEVO6160 TBSEVO6180 TBSEVO6200 TBSEVO8100 TBSEVO8120 TBSEVO8140 TBSEVO8160 TBSEVO8180 TBSEVO8200 TBSEVO8220 TBSEVO8240 TBSEVO8280 TBSEVO8320 TBSEVO8360 TBSEVO8400

[mm]

60 80 100 120 140 160 180 200 100 120 140 160 180 200 220 240 280 320 360 400

40 50 60 75 75 75 75 75 52 80 80 100 100 100 100 100 100 100 100 100

20 30 40 45 65 85 105 125 48 40 60 60 80 100 120 140 180 220 260 300

pcs 100 100 100 100 100 100 100 100 50 50 50 50 50 50 50 50 50 50 50 50

[mm]

10 TX 50

25,0

CODE TBSEVO10120 TBSEVO10140 TBSEVO10160 TBSEVO10180 TBSEVO10200 TBSEVO10220 TBSEVO10240 TBSEVO10280

[mm]

120 140 160 180 200 220 240 280

60 60 80 80 100 100 100 100

60 80 80 100 100 120 140 180

pcs 50 50 50 50 50 50 50 50

WBAZ WASHER D1 H

CODE WBAZ25A2

screw

[mm]

6,0 - 6,5

6,5

pcs 100

INSTALLATION

TBS EVO + WBAZ ØxL 6 x 60 6 x 80 6 x 100 6 x 120 6 x 140 6 x 160 6 x 180 6 x 200

Correct tightening

Excessive tightening

fastening package [mm] min. 0 - max. 30 min. 10 - max. 50 min. 30 - max. 70 min. 50 - max. 90 min. 70 - max. 110 min. 90 - max. 130 min. 110 - max. 150 min. 130 - max. 170

Insufficient tightening

Tightening off axis

NOTE: The thickness of the washer after installation is approximately 8-9 mm. The maximum thickness of the fastening package was calculated by ensuring a minimum penetration length into the wood of 4∙d.

FASTENING METAL SHEET Can be installed on sheets up to 0,7 mm thick without pre-drilling. TBS EVO Ø6 mm is ideal when used in combination with washer WBAZ. For outdoor use (Service class 3).

TIMBER | TBS EVO | 105

MINIMUM DISTANCES FOR SHEAR LOADS ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

5∙d

a3,t

[mm]

15∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

a4,c

[mm]

5∙d

10∙d

α=90°

[mm]

100

[mm]

5∙d

120

150

a3,t

[mm]

10∙d

100

a3,c

[mm]

10∙d

100

a4,t

[mm]

10∙d

100

a4,c

[mm]

5∙d

420 kg/m3 < ρk ≤ 500 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

7∙d

a3,t

[mm]

20∙d

120

a3,c

[mm]

15∙d

120

a4,t

[mm]

7∙d

a4,c

[mm]

7∙d

15∙d

α=90°

[mm]

120

150

[mm]

7∙d

160

200

a3,t

[mm]

15∙d

120

150

a3,c

[mm]

15∙d

120

150

a4,t

[mm]

12∙d

120

a4,c

[mm]

7∙d

screws inserted WITH pre-drilled hole

α=0°

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

5∙d

[mm]

4∙d

[mm]

4∙d

120

a3,t

[mm]

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

a4,c

[mm]

α=90° 6

7∙d

3∙d

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

F a4,c

a3,c

106 | TBS EVO | TIMBER

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

timber-to-timber ε=90°

timber-to-timber ε=0°

RV,90,k [kN] 1,89 2,15 2,35 2,35 2,35 2,35 2,35 2,35 3,71 3,41 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 3,71 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64

RV,0,k [kN] 1,02 1,37 1,58 1,69 1,69 1,69 1,69 1,69 1,95 2,54 2,61 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,79 2,75 2,75 3,28 3,28 3,87 3,87 3,87 3,87

panel-to-timber

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

Rax,90,k [kN] 3,03 3,79 4,55 5,68 5,68 5,68 5,68 5,68 5,25 8,08 8,08 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 10,10 7,58 7,58 10,10 10,10 12,63 12,63 12,63 12,63

Rax,0,k [kN] 0,91 1,14 1,36 1,70 1,70 1,70 1,70 1,70 1,58 2,42 2,42 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 3,03 2,27 2,27 3,03 3,03 3,79 3,79 3,79 3,79

Rhead,k [kN] 2,72 2,72 2,72 2,72 2,72 2,72 2,72 2,72 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 4,09 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08

SPAN

geometry

TENSION

A L b d1

d1 L b A [mm] [mm] [mm] [mm] 60 40 20 80 50 30 100 60 40 120 75 45 6 140 75 65 160 75 85 180 75 105 200 75 125 100 52 48 120 80 40 140 80 60 160 100 60 180 100 80 200 100 100 8 220 100 120 240 100 140 280 100 180 320 100 220 360 100 260 400 100 300 120 60 60 140 60 80 160 80 80 180 80 100 10 200 100 100 220 100 120 240 100 140 280 100 180

SPAN [mm]

RV,k [kN] 2,14 2,50 2,50 2,50 2,50 2,50 2,50 3,22 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 3,89 5,84 5,85 5,85 5,85 5,85 5,85 5,85

ε = screw-to-grain angle GENERAL PRINCIPLES • Characteristic values consistent with EN 1995:2014 and in accordance with ETA-11/0030.

• For minimum distances and structural values on CLT and LVL see TBS on page 76.

• Design values can be obtained from characteristic values as follows:

• For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

Rk kmod Rd = γM The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030. • Sizing and verification of the timber elements and panels must be done separately. • The screws must be positioned in accordance with the minimum distances. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • Shear strengths were calculated considering the threaded part fully inserted in the second element. • The characteristic panel-timber shear strength are calculated considering an OSB panel or particle board with a SPAN thickness and density ρk = 500 kg/m3. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b.

NOTES • The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector. • The characteristic panel-timber shear strengths were evaluated considering an angle ε of 90° between the grains of the timber element and the connector. • The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength values in the table (timber-to-timber shear and tensile strength) can be converted using the kdens coefficient (see page 87). • For a row of n screws arranged parallel to the direction of the grain at a distance a1 , the characteristic effective shear bearing capacity Ref,V,k can be calculated by means of the effective number nef (see page 80).

• The head pull-through characteristic strength was calculated using timber elements.

TIMBER | TBS EVO | 107

TBS EVO C5

AC233 ESR-4645

ETA-11/0030

FLANGE HEAD SCREW C5 ATMOSPHERIC CORROSIVITY Multi-layer coating capable of withstanding outdoor environments classified C5 according to ISO 9223. SST (Salt Spray Test) with exposure time greater than 3000h carried out on screws previously screwed and unscrewed in Douglas fir timber.

MAXIMUM STRENGTH It is the screw of choice when high mechanical performance is required under very adverse environmental and wood corrosive conditions. The wide head provides additional tensile strength, which is ideal in the presence of wind or variations in timber dimensions.

BIT INCLUDED

LENGTH [mm] 6 6

tbs evo c5

DIAMETER [mm] 40

240

1000

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

EVO COATING

carbon steel with C5 EVO coating with very high corrosion resistance

FIELDS OF USE • • • •

108 | TBS EVO C5 | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods

CODES AND DIMENSIONS d1

[mm]

6 TX 30

15,5

CODE

pcs

[mm] [mm] [mm] TBSEVO660C5 TBSEVO680C5 TBSEVO6100C5 TBSEVO6120C5 TBSEVO6140C5 TBSEVO6160C5 TBSEVO6180C5 TBSEVO6200C5

60 80 100 120 140 160 180 200

40 50 60 75 75 75 75 75

20 30 40 45 65 85 105 125

100 100 100 100 100 100 100 100

[mm]

8 TX 40

CODE

pcs

[mm] [mm] [mm] TBSEVO8100C5 TBSEVO8120C5 TBSEVO8140C5 TBSEVO8160C5 TBSEVO8180C5 TBSEVO8200C5 TBSEVO8220C5 TBSEVO8240C5

19,0

100 120 140 160 180 200 220 240

52 80 80 100 100 100 100 100

48 40 60 60 80 100 120 140

50 50 50 50 50 50 50 50

GEOMETRY AND MECHANICAL CHARACTERISTICS

XXX

TBS

d2 d1 dS

b L

Nominal diameter Head diameter Thread diameter

d1 dK d2

[mm] [mm] [mm]

6 15,50 3,95

8 19,00 5,40

Shank diameter

[mm]

4,30

5,80

Pre-drilling hole diameter(1) Pre-drilling hole diameter(2) Characteristic tensile strength Characteristic yield moment

dV,S dV,H ftens,k My,k

[mm] [mm] [kN] [Nm]

4,0 4,0 11,3 9,5

5,0 6,0 20,1 20,1

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

Withdrawal resistance parameter Head-pull-through parameter Associated density Calculation density

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

[N/mm2]

11,7

15,0

29,0

fhead,k [N/mm2]

10,5

20,0

ρa ρk

350 ≤ 440

500 410 ÷ 550

730 590 ÷ 750

fax,k

[kg/m3] [kg/m3]

For applications with different materials please see ETA-11/0030.

For minimum distances and structural values see TBS EVO on page 102.

LIGHT FRAME & MASS TIMBER The extensive size range allows a wide variety of applications: from lightweight and lattice frames to the joining of engineered timbers such as LVL and CLT, in the aggressive environments that characterise atmospheric class C5.

TIMBER | TBS EVO C5 | 109

KOP

EN 14592

COACH SCREW DIN571 CE MARKING Screws with the CE mark, in accordance with EN 14592.

HEXAGONAL HEAD Appropriate for use on plates in steel-to-timber applications, thanks to its hexagonal head.

OUTDOOR VERSION Also available in stainless steel A2 | AISI304 for outdoor use (service class 3).

DIAMETER [mm]

LENGTH [mm]

16 16

400

AI571

1000

MATERIAL

electrogalvanized carbon steel

SC1 A2 | AISI304 austenitic stainless steel (CRC II)C1

ELECTRO PLATED

SC1

SC2 C1

SC3 T1 C2

SC4 T2 C3

T3 C4

SC2 T1 C2

SC3 T2 C3

SC4 T3 C4

T4 C5

KOP AISI 304

FIELDS OF USE • • • • •

110 | KOP | TIMBER

timber based panels fibreboard and MDF panels solid timber glulam (Glued Laminated Timber) CLT, LVL

CODES AND DIMENSIONS

KOP d1

ELECTRO PLATED

CODE

[mm]

8 SW 13

10 SW 17

12 SW 19

pcs

[mm]

CODE

[mm]

pcs

[mm]

KOP850( * )

100

KOP12150

150

KOP860

100

KOP12160

160

KOP870

100

KOP12180

180

KOP880

100

KOP12200

200

KOP8100

100

KOP12220

220

KOP8120

120

KOP12240

240

KOP8140

140

KOP12260

260

KOP8160

160

KOP12280

280

KOP8180

180

KOP12300

300

KOP8200

200

KOP12320

320

KOP1050( * )

KOP12340

340

KOP1060( * )

KOP12360

360

KOP1080

KOP12380

380

KOP10100

100

KOP12400

400

100

12 SW 19

KOP10120

120

KOP1680( * )

KOP10140

140

KOP16100( * )

KOP10150

150

KOP16120

120

KOP10160

160

KOP16140

140

KOP10180

180

KOP16150

150

KOP10200

200

KOP16160

160

KOP10220

220

KOP16180

180

KOP10240

240

KOP16200

200

KOP10260

260

KOP16220

KOP10280

280

16 SW 24 KOP16240

220 240

KOP10300

300

KOP16260

260

KOP1250( * )

KOP16280

280

KOP1260( * )

KOP16300

300

KOP1270( * )

KOP16320

320

KOP1280

KOP16340

340

KOP1290

KOP16360

360

KOP12100

100

KOP16380

380

KOP12120

120

KOP16400

400

KOP12140

140

( * ) Not holding CE marking.

AI571 - A2 | AISI304 VERSION d1 [mm]

8 SW 13

10 SW 17

AISI 304

CODE

L [mm]

pcs

AI571850

100

AI571860

100

AI571880

100

AI5718100

100

AI5718120

120

100

AI5711050

100

AI5711060

100

AI5711080

100

AI57110100

100

AI57110120

120

AI57110140

140

AI57110160

160

AI57110180

180

AI57110200

200

d1 [mm]

12 SW 19

CODE

L [mm]

pcs

AI57112100

100

AI57112120

120

AI57112140

140

AI57112160

160

AI57112180

180

The stainless steel screws have not been granted the CE mark.

TIMBER | KOP | 111

GEOMETRY AND MECHANICAL CHARACTERISTICS | KOP A

d2 d1 SW

b L

Nominal diameter

[mm]

Wrench size

[mm]

Head thickness

[mm]

5,50

7,00

8,00

10,00

Thread diameter

[mm]

5,60

7,00

9,00

12,00

Shank diameter

[mm]

8,00

10,00

12,00

16,00

Diameter pre-drilling hole - smooth part

dV1

[mm]

8,0

10,0

12,0

16,0

Diameter pre-drilling hole - threaded part

dV2

[mm]

5,5

7,0

8,5

11,0

Thread length

[mm]

≥ 0,6 L

Characteristic tensile strength

ftens,k

[kN]

15,7

23,6

37,3

75,3

Characteristic yield moment

My,k

[Nm]

16,9

32,2

65,7

138,0

Characteristic withdrawal-resistance parameter

fax,k

[N/mm2]

12,9

10,6

10,2

10,0

Associated density

ρa

[kg/m3]

400

440

360

Characteristic head-pull-through parameter

fhead,k

[N/mm2]

22,8

19,8

16,4

16,5

Associated density

ρa

[kg/m3]

440

420

430

MINIMUM DISTANCES FOR SHEAR LOADS screws inserted WITH pre-drilled hole

α=0°

[mm]

4∙d

a3,t

[mm]

min (7∙d;80)

a3,c

[mm]

4∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

5∙d

α=90°

[mm]

4∙d

112

a3,t

[mm]

min (7∙d;80)

112

a3,c

[mm]

7∙d

112

a4,t

[mm]

4∙d

a4,c

[mm]

3∙d

4∙d

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

a3,c

NOTES • Minimum distances in accordance with EN 1995:2014. • For KOP screws a pre-drill is required as per EN 1995:2014: - pre-drill hole for smooth part of the shank, dimensions matching that of the shank itself, depth equal to the length of the shank. - pre-drill hole for the threaded portion, equal to approximately 70% of the shank diameter.

112 | KOP | TIMBER

F a4,c

STRUCTURAL VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR steel-timber thick plate α=0°

timber-to-timber α=0°

timber-to-timber α=90°

RV,90,k

SPLATE [mm]

SPLATE

steel-timber thick plate α=90°

thread withdrawal

head pull-through

Rax,k

Rhead,k

SPLATE

geometry

TENSION

L b d1

RV,0,k

[mm]

[kN]

50 60 70 80 100 120 140 160 180 200 50 60 80 100 120 140 150 160 180 200 220 240 260 280 300 50 60 70 80 90 100 120 140 150 160 180 200 220 240 260 280 300 320 340 360 380 400

30 36 42 48 60 72 84 96 108 120 30 36 48 60 72 84 90 96 108 120 132 144 156 168 180 30 36 42 48 54 60 72 84 90 96 108 120 132 144 156 168 180 192 195( * ) 195( * ) 195( * ) 195

20 24 28 32 40 48 56 64 72 80 20 24 32 40 48 56 60 64 72 80 88 96 104 112 120 20 24 28 32 36 40 48 56 60 64 72 80 88 96 104 112 120 128 145 165 185 205

3,17 3,53 3,83 4,08 4,18 4,18 4,18 4,18 4,18 4,18 3,81 4,56 5,40 6,25 6,39 6,39 6,39 6,39 6,39 6,39 6,39 6,39 6,39 6,39 6,39 4,39 5,27 6,15 6,97 7,42 7,75 8,45 9,11 9,11 9,11 9,11 9,11 9,11 9,11 9,11 9,11 9,11 9,11 9,11 9,11 9,11 9,11

2,44 2,89 3,08 3,24 3,59 3,61 3,61 3,61 3,61 3,61 2,80 3,36 4,31 4,91 5,32 5,49 5,49 5,49 5,49 5,49 5,49 5,49 5,49 5,49 5,49 3,16 3,79 4,42 5,05 5,68 6,08 6,47 6,92 7,16 7,40 7,65 7,65 7,65 7,65 7,65 7,65 7,65 7,65 7,65 7,65 7,65 7,65

RV,k

SPLATE

[kN]

[mm]

5,31 5,46 5,61 5,76 6,06 6,36 6,66 6,96 7,26 7,56 6,58 7,70 8,19 8,50 8,81 9,12 9,27 9,42 9,73 10,04 10,35 10,66 10,97 11,27 11,58 8,37 9,48 10,72 12,05 12,25 12,41 12,74 13,07 13,24 13,40 13,73 14,06 14,39 14,72 15,05 15,38 15,71 16,04 16,13 16,13 16,13 16,13

RV,k [kN]

[kN]

4,05 4,66 4,81 4,96 5,26 5,56 5,86 6,16 6,46 6,76 4,99 5,73 6,91 7,22 7,53 7,84 7,99 8,15 8,46 8,76 9,07 9,38 9,69 10,00 10,31 6,49 7,15 7,93 8,78 9,69 10,35 10,68 11,01 11,18 11,34 11,67 12,00 12,33 12,66 12,99 13,32 13,65 13,98 14,06 14,06 14,06 14,06

3,00 3,60 4,20 4,80 6,01 7,21 8,41 9,61 10,81 12,01 3,08 3,70 4,93 6,17 7,40 8,64 9,25 9,87 11,10 12,34 13,57 14,80 16,04 17,27 18,51 3,30 3,96 4,62 5,28 5,94 6,60 7,92 9,24 9,90 10,56 11,88 13,20 14,52 15,84 17,16 18,48 19,80 21,12 21,45 21,45 21,45 21,45

3,82 3,82 3,82 3,82 3,82 3,82 3,82 3,82 3,82 3,82 5,89 5,89 5,89 5,89 5,89 5,89 5,89 5,89 5,89 5,89 5,89 5,89 5,89 5,89 5,89 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98 5,98

α = load-to-grain angle

TIMBER | KOP | 113

STRUCTURAL VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR steel-timber thick plate α=0°

timber-to-timber α=0°

timber-to-timber α=90°

RV,0,k

RV,90,k

SPLATE [mm]

SPLATE

steel-timber thick plate α=90°

thread withdrawal

head pull-through

Rax,k

Rhead,k

SPLATE

geometry

TENSION

L b d1

[mm]

[kN]

9,29

6,60

100

11,48

120

12,28

RV,k

SPLATE

[kN]

[mm]

RV,k [kN]

[kN]

16,21

11,98

8,10

9,59

8,11

19,57

14,06

10,13

9,59

9,26

20,64

16,37

12,16

9,59

140

13,13

9,96

21,15

17,50

14,18

9,59

150

13,58

10,20

21,40

17,76

15,19

9,59

160

14,05

10,46

21,65

18,01

16,21

9,59

180

108

14,84

11,00

22,16

18,52

18,23

9,59

200

120

14,84

11,58

22,66

19,02

20,26

9,59 9,59

220

132

14,84

12,19

240

144

14,84

12,27

260

156

104

14,84

12,27

23,17

19,53

22,29

20,04

24,31

9,59

24,18

20,54

26,34

9,59

23,68

280

168

112

14,84

12,27

24,69

21,05

28,36

9,59

300

180

120

14,84

12,27

25,20

21,55

30,39

9,59

320

192

128

14,84

12,27

25,70

22,06

32,42

9,59

340

204

136

14,84

12,27

26,21

22,57

34,44

9,59

360

205( * )

155

14,84

12,27

26,25

22,61

34,61

9,59

380

205( * )

175

14,84

12,27

26,25

22,61

34,61

9,59

400

205( * )

195

14,84

12,27

26,25

22,61

34,61

9,59

α = load-to-grain angle

STRUCTURAL VALUES GENERAL PRINCIPLES

NOTES

• Characteristic values are consistent with EN 1995:2014 and in accordance with EN 14592.

• The characteristic timber-to-timber shear strengths were evaluated by considering an angle α between the acting force and the grains of the timber elements of both 0° (Rv,0,k) and 90° (Rv,90,k).

• Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • Mechanical strength values and KOP screw geometry according to CE marking according to EN 14592. • Dimensioning and verification of the timber elements must be carried out separately. • The characteristic shear resistance values are calculated for screws inserted with pre-drilling hole. • The screws must be positioned in accordance with the minimum distances. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The head pull-through characteristic strength was calculated using timber elements. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through.

114 | KOP | TIMBER

• The characteristic steel-timber shear strengths were evaluated considering an angle α between the acting force and the grains of the timber element of both 0° (Rv,0,k) and 90° (Rv,90,k). • The shear strength characteristics on the plate are calculated considering the case of a thick plate (SPLATE = d1). • The characteristic thread withdrawal resistances were evaluated by considering an angle α of 90° (Rax,90,k) between the acting force and the grains of the timber elements. • During calculation, a thread length of b = 0,6 L is used, with the exception of the measures (*). • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength values in the table can be converted by the kdens coefficient (see page 87). • For a row of n screws arranged parallel to the direction of the grain at a distance a1 , the characteristic effective shear bearing capacity Ref,V,k can be calculated by means of the effective number nef (see page 80).

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AXIALLY LOADED CONNECTORS FULLY THREADED SCREWS STRENGTH The strength is proportional to the effective thread length within the timber element. The connectors guarantee high performance with small diameters. The stresses are distributed, in the form of tangential stresses, along the entire wood surface affected by the screw thread. For the verification of a connection with axially stressed connectors, it will be necessary to evaluate the limiting strength, depending on the acting load. The strength of the full thread connector is related to its mechanical performance and the type of wood material in which it is applied.

TIMBER

STEEL

total F withdrawal thread

partial thread withdrawal

head pull-through

tension/head separation

Rhead

Rtens

Rax

TENSILE-stressed full thread connectors

TIMBER

STEEL + TIMBER

total thread withdrawal

instability

Rax

Rki

COMPRESION-stressed full thread connectors

STIFFNESS

kSER VGZ

F - load [kN]

The joint made with full thread connectors, which utilise their axial strength, guarantees very high stiffness, limited element displacements and reduced ductility.

kSER VGZ

kSER HBS kSER HBS

A B

The graph refers to shear tests to control displacement for HBS screws under lateral stress (shear) and crossed VGZ axially loaded screws.

PARTIAL THREAD SCREWS The strength is proportional to the diameter and is related to the bearing stress of the timber and the yielding of the screw. The partial thread is mainly used to transfer shear forces that stress the screw perpendicular to its axis. If the screw is under tensile stress, the pull-through strength of the head must be taken into account, which is often a constraint compared to the withdrawal resistance of the threaded part and compared to the tensile strength on the steel side.

116 | AXIALLY LOADED CONNECTORS | TIMBER

s - slip [mm]

APPLICATIONS To optimise the performance of full thread or double thread connectors, it is essential to use them in such a way that they are subjected to axial stress. The load is distributed parallel to the axis of the connectors along the effective thread portion. They are used to transfer shear and sliding stresses, for structural reinforcement or for fixing continuous insulation.

CROSSED SCREWS TIMBER-TO-TIMBER SHEAR JOINT F

CONNECTORS VGZ or VGS INSERTION 45° to the shear plane STRESSES ON CONNECTORS Tension and compression F

INCLINED SCREWS

section

plan

TIMBER-TO-TIMBER SHEAR JOINT F

CONNECTORS VGZ or VGS INSERTION 45° to the shear plane STRESSES ON CONNECTORS Tension

section

plan

TIMBER-TO-TIMBER SLIDING JOINT CONNECTORS VGZ or VGS

INSERTION 45° to the shear plane

STRESSES ON CONNECTORS Tension

section

plan

STEEL-TIMBER SLIDING JOINT CONNECTORS VGS (with VGU)

F F

INSERTION 45° to the shear plane STRESSES ON CONNECTORS Tension

section

plan

CONCRETE-TIMBER SLIDING JOINT CONNECTORS CTC

INSERTION 45° to the shear plane STRESSES ON CONNECTORS Tension

section

plan TIMBER | APPLICATIONS | 117

STRUCTURAL REINFORCEMENT Wood is an anisotropic material. Therefore, it has different mechanical characteristics depending on the direction of the grain and the stress. It provides less strength and stiffness for stresses orthogonal to the grain, but can be reinforced with full thread connectors (VGS, VGZ or RTR).

NOTCHED BEAM TYPE OF REINFORCEMENT Tension perpendicular to the grains

FAILURE

REINFORCEMENT F

INSERTION 90° to the grains STRESSES ON CONNECTORS Tension

BEAM WITH HANGING LOAD TYPE OF REINFORCEMENT Tension perpendicular to the grains

FAILURE

REINFORCEMENT

INSERTION 90° to the grains STRESSES ON CONNECTORS Tension

SPECIAL BEAM (curved, tapered, with double inclination) TYPE OF REINFORCEMENT Tension perpendicular to the grains

FAILURE

REINFORCEMENT

INSERTION 90° to the grains STRESSES ON CONNECTORS Tension

BEAM WITH OPENINGS TYPE OF REINFORCEMENT Tension perpendicular to the grains

FAILURE

REINFORCEMENT

INSERTION 90° to the grains STRESSES ON CONNECTORS Tension

SUPPORT BEAM TYPE OF REINFORCEMENT Compression perpendicular to the grains

FAILURE

REINFORCEMENT

INSERTION 90° to the grains STRESSES ON CONNECTORS Compression

118 | APPLICATIONS | TIMBER

FASTENING FOR CONTINUOUS INSULATION Installation of a continuous layer of insulation guarantees excellent energy performance, limiting thermal bridges. Efficiency is bound to the use of appropriate fastening systems (ex. DGZ), suitably designed.

SLIDING OF INSULATION AND COATING PROBLEM The connectors for fixing insulation prevent the package from sliding due to the load component parallel to the pitch, resulting in damage to the roof system and loss of insulating power.

SOLUTION F

CRUSHING OF INSULATION PROBLEM

SOLUTION

If insulation does not have sufficient compressive strength, the connectors with double threads effectively transfer the loads and prevent crushing with consequent loss of insulating power of the package.

ROOFING AND FAÇADE APPLICATIONS COVER

FAÇADE

SOFT INSULATION Low compression resistance (σ (10%) < 50 kPa (EN 826)

HARD INSULATION High compression resistance σ(10%) ≥ 50 kPa (EN 826)

SOFT OR HARD CONTINUOUS INSULATION

A C

±N

The continuous insulation does not support the load component perpendicular to the layer (N).

The continuous insulation supports the load component perpendicular to the layer (N);

Fasteners must withstand both wind actions (±N) and transfer vertical forces (F).

LEGEND: A. Tensile-stressed screw. B. Compression-stressed screw. C. Additional screw for suction pressure. NOTE: Adequate batten thickness makes it possible to optimise the number of fastenings.

For the sizing and positioning of connectors, download MyProject. Simplify your work!

TIMBER | APPLICATIONS | 119

VGZ

ETA-11/0030

UKTA-0836 22/6195

AC233 ESR-4645

FULL THREADED SCREW WITH CYLINDRICAL HEAD 3 THORNS TIP Thanks to the 3 THORNS tip, minimum installation distances are reduced. More screws can be used in less space and larger screws in smaller elements. Costs and time for project implementation are reduced.

STRUCTURAL APPLICATIONS Approved for structural applications subject to stresses in any direction vs the grain (0° ÷ 90°). Cyclical SEISMIC-REV tests according to EN 12512.

CYLINDRICAL HEAD It allows the screw to penetrate and pass through the surface of the wood substrate. Ideal for concealed joints, timber couplings and structural reinforcements. It is the right choice to ensure strength in fire conditions.

TIMBER FRAME Also ideal for joining small timber elements such as the crossbeams and uprights of light frame structures.

BIT INCLUDED

DIAMETER [mm]

LENGTH [mm]

80 80

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

ELECTRO PLATED

11 11 1000 1000

electrogalvanized carbon steel

FIELDS OF USE • • • • •

120 | VGZ | TIMBER

timber based panels solid timber glulam (Glued Laminated Timber) CLT and LVL high density woods

ETA-11/0030

STRUCTURAL RESTORATION Ideal for coupling beams in structural renovations and new works. Can also be used parallel to the grain thanks to the special approval.

CLT, LVL Values also tested, certified and calculated for CLT and high density woods such as Microllam® LVL.

TIMBER | VGZ | 121

Very high stiffness in side-by-side joining of CLT floors. Application with double inclination at 45°, perfect combined with the JIG VGZ template.

Reinforcement orthogonal to grain for hanging load due to joining of main-secondary beams.

VGZ

d2 d1

XXX

VGZ

GEOMETRY AND MECHANICAL CHARACTERISTICS

Ø9 | L > 520 mm Ø11 | L > 600 mm

GEOMETRY Nominal diameter

[mm]

Head diameter

[mm]

9,50

11,50

13,50

Thread diameter

[mm]

4,60

5,90

6,60

Pre-drilling hole diameter(1)

dV,S

[mm]

4,0

5,0

6,0

Pre-drilling hole diameter(2)

dV,H

[mm]

5,0

6,0

7,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

Tensile strength

ftens,k

[kN]

15,4

25,4

38,0

Yield strength

fy,k

[N/mm2]

1000

Yield moment

My,k

[Nm]

14,2

27,2

45,9

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

11,7

15,0

29,0

Withdrawal resistance parameter

fax,k

[N/mm2]

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

122 | VGZ | TIMBER

CODES AND DIMENSIONS d1

CODE

[mm]

pcs

CODE

[mm]

pcs

[mm]

VGZ780

VGZ11150

150

140

VGZ7100

100

VGZ11200

200

190

VGZ7120

120

110

VGZ11250

250

240

VGZ7140

140

130

VGZ11275

275

265

VGZ7160

160

150

VGZ11300

300

290

VGZ7180

180

170

VGZ11325

325

315

VGZ7200

200

190

VGZ11350

350

340

VGZ7220

220

210

VGZ11375

375

365

7 VGZ7240 TX 30 VGZ7260

240

230

VGZ11400

400

390

260

250

VGZ11425

425

415

VGZ7280

280

270

VGZ11450

450

440

VGZ7300

300

290

VGZ11475

475

465

500

490

525

515

550

540

VGZ7320

320

310

VGZ7340

340

330

11 VGZ11500 TX 50 VGZ11525

VGZ7360

360

350

VGZ11550

VGZ7380

380

370

VGZ11575

575

565

VGZ7400

400

390

VGZ11600

600

590

VGZ9160

160

150

VGZ11650

650

640

VGZ9180

180

170

VGZ11700

700

690

VGZ9200

200

190

VGZ11750

750

740

VGZ9220

220

210

VGZ11800

800

790

VGZ9240

240

230

VGZ11850

850

840

VGZ9260

260

250

VGZ11900

900

890

VGZ9280

280

270

VGZ11950

950

940

VGZ9300

300

290

VGZ111000

1000

990

VGZ9320 9 TX 40 VGZ9340

320

310

340

330

VGZ9360

360

350

VGZ9380

380

370

VGZ9400

400

390

VGZ9440

440

430

VGZ9480

480

470

VGZ9520

520

510

VGZ9560

560

550

VGZ9600

600

590

RELATED PRODUCTS JIG VGZ 45° TEMPLATE FOR 45° SCREWS

page 409

JIG VGZ 45° TEMPLATE Installation at 45° using the JIG VGZ steel template.

TIMBER | VGZ | 123

MINIMUM DISTANCES FOR AXIAL STRESSES | TIMBER screws inserted WITH and WITHOUT pre-drilled hole

[mm]

5∙d

[mm]

5∙d

[mm]

5∙d

[mm]

5∙d

a2,LIM

[mm]

2,5∙d

a2,LIM

[mm]

2,5∙d

a1,CG

[mm]

8∙d

a1,CG

[mm]

5∙d

a2,CG

[mm]

3∙d

a2,CG

[mm]

3∙d

aCROSS [mm]

1,5∙d

aCROSS [mm]

1,5∙d

SCREWS UNDER TENSION INSERTED WITH AN ANGLE α WITH RESPECT TO THE GRAIN

a2,CG a2,CG

a2,CG a2 a2,CG

a2,CG

a2,CG a1,CG

a1,CG

a2,CG a1,CG

plan

front

plan

SCREWS INSERTED WITH α = 90° ANGLE WITH RESPECT TO THE GRAIN

front

CROSSED SCREWS INSERTED WITH AN ANGLE α WITH RESPECT TO THE GRAIN

a2,CG

45°

a2 a2,CG

a2,CG a1,CG

aCROSS a2,CG

a1 a1,CG

plan

front

plan

front

NOTES • Minimum distances according to ETA-11/0030. • The minimum distances are independent of the insertion angle of the connector and the angle of the force with respect to the grain.

• For 3 THORNS tip and self-drilling tip screws, the minimum distances in the table are derived from experimental tests; alternatively, adopt a1,CG = 10∙d and a2,CG = 4∙d in accordance with EN 1995:2014.

• The axial distance a2 can be reduced down to a2,LIM if for each connector a “joint surface” a1 a2 = 25 d1 2 is maintained. • For main beam-secondary beam joints with VGZ screws d = 7 mm inclined or crossed, inserted at an angle of 45° to the secondary beam head, with a minimum secondary beam height of 18 d, the minimum distance a1,CG can be taken equal to 8∙d1 anc the minimum distance a2,CG equal to 3∙d1 .

EFFECTIVE THREAD USED IN CALCULATION 10

Tol.

b L

124 | VGZ | TIMBER

b = S g,tot = L - 10 mm

represents the entire length of the threaded part

S g = (L - 10 mm - 10 mm - Tol.)/ 2

represents the partial length of the threaded part net of a laying tolerance (Tol.) of 10 mm

MINIMUM DISTANCES FOR SHEAR LOADS | TIMBER ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

5∙d

a3,t

[mm]

15∙d

105

135

a3,c [mm]

10∙d

a4,t

[mm]

5∙d

a4,c [mm]

5∙d

10∙d

α=90°

[mm]

110

[mm]

5∙d

165

a3,t

[mm]

10∙d

110

a3,c [mm]

10∙d

110

a4,t

[mm]

10∙d

110

a4,c [mm]

5∙d

α = load-to-grain angle d = d1 = nominal screw diameter

screws inserted WITH pre-drilled hole

α=0°

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c [mm]

7∙d

a4,t

[mm]

3∙d

a4,c [mm]

3∙d

5∙d

[mm]

4∙d

[mm]

4∙d

108

132

a3,t

[mm]

7∙d

a3,c [mm]

7∙d

a4,t

[mm]

7∙d

a4,c [mm]

3∙d

α=90° 7

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

F a4,c

a3,c

• The spacing a1 in the table for screws with 3 THORNS tip inserted without pre-drilling hole in timber elements with density ρk ≤ 420 kg/m3 and loadto-grain angle α = 0° was assumed to be 10∙d based on experimental tests; alternatively, adopt 12∙d in accordance with EN 1995:2014.

Ref,V,k

a1 a1

TIMBER | VGZ | 125

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 TENSION / COMPRESSION

total thread withdrawal

partial thread withdrawal

geometry ε=90°

ε=0°

ε=90°

estrazione filetto parziale

ε=0°

steel tension

instability ε=90°

Sg Sg,tot

S g,tot

A min

Rax,90,k

Rax,0,k

A min

Rax,90,k

Rax,0,k

Rtens,k

Rki,90,k

[mm]

[kN]

[mm]

[kN]

6,19

1,86

15,40

10,30

25,40

17,25

100

110

7,96

2,39

3,09

0,93

120

110

130

9,72

2,92

3,98

1,19

140

130

150

11,49

3,45

4,86

1,46

160

150

170

13,26

3,98

5,75

1,72

180

170

190

15,03

4,51

6,63

1,99

200

190

210

16,79

5,04

105

7,51

2,25

220

210

230

18,56

5,57

115

8,40

2,52

240

230

250

20,33

6,10

105

125

9,28

2,78

260

250

270

22,10

6,63

115

135

10,16

3,05

280

270

290

23,87

7,16

125

145

11,05

3,31

300

290

310

25,63

7,69

135

155

11,93

3,58

320

310

330

27,40

8,22

145

165

12,82

3,84

340

330

350

29,17

8,75

155

175

13,70

4,11

360

350

370

30,94

9,28

165

185

14,58

4,38

380

370

390

32,70

9,81

175

195

15,47

4,64

400

390

410

34,47

10,34

185

205

16,35

4,91

160

150

170

17,05

5,11

7,39

2,22

180

170

190

19,32

5,80

8,52

2,56

200

190

210

21,59

6,48

105

9,66

2,90

220

210

230

23,87

7,16

115

10,80

3,24

240

230

250

26,14

7,84

105

125

11,93

3,58

260

250

270

28,41

8,52

115

135

13,07

3,92

280

270

290

30,68

9,21

125

145

14,21

4,26

300

290

310

32,96

9,89

135

155

15,34

4,60

320

310

330

35,23

10,57

145

165

16,48

4,94

340

330

350

37,50

11,25

155

175

17,61

5,28

360

350

370

39,78

11,93

165

185

18,75

5,63

380

370

390

42,05

12,61

175

195

19,89

5,97

400

390

410

44,32

13,30

185

205

21,02

6,31

440

430

450

48,87

14,66

205

225

23,30

6,99

480

470

490

53,41

16,02

225

245

25,57

7,67

520

510

530

57,96

17,39

245

265

27,84

8,35

560

550

570

62,50

18,75

265

285

30,12

9,03

600

590

610

67,05

20,11

285

305

32,39

9,72

ε = screw-to-grain angle

126 | VGZ | TIMBER

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 TENSION / COMPRESSION

total thread withdrawal

partial thread withdrawal

geometry ε=90°

ε=0°

ε=90°

estrazione filetto parziale

ε=0°

steel tension

instability ε=90°

Sg Sg,tot

S g,tot

A min

Rax,90,k

Rax,0,k

A min

Rax,90,k

Rax,0,k

Rtens,k

Rki,90,k

[mm]

[kN]

[mm]

[kN]

150

140

160

19,45

5,83

8,33

2,50

38,00

21,93

200

190

210

26,39

7,92

105

11,81

3,54

250

240

260

33,34

10,00

110

130

15,28

4,58

275

265

285

36,81

11,04

123

143

17,01

5,10

300

290

310

40,28

12,08

135

155

18,75

5,63

325

315

335

43,75

13,13

148

168

20,49

6,15

350

340

360

47,22

14,17

160

180

22,22

6,67

375

365

385

50,70

15,21

173

193

23,96

7,19

400

390

410

54,17

16,25

185

205

25,70

7,71

425

415

435

57,64

17,29

198

218

27,43

8,23

450

440

460

61,11

18,33

210

230

29,17

8,75

475

465

485

64,59

19,38

223

243

30,90

9,27

500

490

510

68,06

20,42

235

255

32,64

9,79

525

515

535

71,53

21,46

248

268

34,38

10,31

550

540

560

75,00

22,50

260

280

36,11

10,83

575

565

585

78,48

23,54

273

293

37,85

11,35

600

590

610

81,95

24,58

285

305

39,59

11,88

650

640

660

88,89

26,67

310

330

43,06

12,92

700

690

710

95,84

28,75

335

355

46,53

13,96

750

740

760

102,78

30,84

360

380

50,00

15,00

800

790

810

109,73

32,92

385

405

53,48

16,04

850

840

860

116,67

35,00

410

430

56,95

17,08

900

890

910

123,62

37,09

435

455

60,42

18,13

950

940

960

130,56

39,17

460

480

63,89

19,17

1000

990

1010

137,51

41,25

485

505

67,37

20,21

ε = screw-to-grain angle

NOTES • The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength values in the table can be converted by the kdens coefficient.

R’ax,k = kdens,ax Rax,k R’ki,k = kdens,ki Rki,k R’V,k = kdens,ax RV,k ρk

380

385

405

425

430

440

C-GL R’V,0,k = kdens,VC24 RV,0,k C30

GL24h

GL26h

GL28h

GL30h

GL32h

kdens,ax

0,92

0,98

1,00

1,04

1,08

1,09

1,11

kdens,ki

0,97

0,99

1,00

1,01

1,02

350

3] k R’[kg/m = RV,90,k V,90,k dens,V

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

GENERAL PRINCIPLES on page 143.

TIMBER | VGZ | 127

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014

SLIDING geometry

timber-to-timber

steel tension

45°

timber-to-timber

45°

timber-to-timber ε=90°

timber-to-timber ε=0°

SHEAR

B d1

Bmin

RV,k

Rtens,45,k

RV,90,k

RV,0,k

[mm]

[kN]

[mm]

[kN]

2,59

1,34

100

2,19

2,93

1,53

120

2,81

3,15

1,74

140

3,44

3,37

1,97

160

4,06

3,59

2,06

180

4,69

3,81

2,12

200

5,31

100

4,03

2,19

220

100

5,94

240

105

6,56

10,89

110

4,25

2,26

120

105

4,30

2,32

260

115

110

7,19

130

115

4,30

2,39

280

125

105

120

7,81

140

125

4,30

2,46

300

135

110

125

8,44

150

135

4,30

2,52

320

145

120

135

9,06

160

145

4,30

2,59

340

155

125

140

9,69

170

155

4,30

2,65

360

165

130

145

10,31

180

165

4,30

2,72

380

175

140

155

10,94

190

175

4,30

2,79

400

185

145

160

11,56

200

185

4,30

2,85

160

5,22

5,10

2,81

180

6,03

5,38

3,08

200

6,83

100

5,67

3,18

220

100

7,63

110

5,95

3,27

240

105

8,44

120

105

6,23

3,35

260

115

110

9,24

130

115

6,50

3,44

280

125

105

120

10,04

140

125

6,50

3,52

300

135

110

125

10,85

150

135

6,50

3,61

320

145

120

135

11,65

340

155

125

140

12,46

160

145

6,50

3,69

170

155

6,50

3,78

360

165

130

145

380

175

140

155

13,26

180

165

6,50

3,86

14,06

190

175

6,50

3,95

17,96

400

185

145

160

14,87

200

185

6,50

4,03

440

205

160

175

16,47

220

205

6,50

4,21

480

225

175

190

18,08

240

225

6,50

4,38

520

245

190

205

19,69

260

245

6,50

4,55

560

265

205

220

21,29

280

265

6,50

4,72

600

285

215

230

22,90

300

285

6,50

4,89

ε = screw-to-grain angle

128 | VGZ | TIMBER

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014

SLIDING geometry

SHEAR

timber-to-timber

45°

timber-to-timber

45°

timber-to-timber ε=90°

timber-to-timber ε=0°

steel tension

B d1

Bmin

RV,k

Rtens,45,k

RV,90,k

RV,0,k

[mm]

[kN]

[mm]

[kN] 3,33

150

5,89

6,61

200

8,35

100

7,48

4,10

250

110

10,80

125

110

8,35

4,57

275

123

100

115

12,03

138

123

8,79

4,70

300

135

110

125

13,26

150

135

9,06

4,83

325

148

120

135

14,49

163

148

9,06

4,96

350

160

130

145

15,71

175

160

9,06

5,09

375

173

140

155

16,94

188

173

9,06

5,22

400

185

145

160

18,17

200

185

9,06

5,35 5,48

425

198

155

170

19,40

213

198

9,06

450

210

165

180

20,63

225

210

9,06

5,61

475

223

175

190

21,85

238

223

9,06

5,74

500

235

180

195

23,08

250

235

9,06

5,87

525

248

190

205

24,31

263

248

9,06

6,00

550

260

200

215

25,54

275

260

9,06

6,13

26,87

575

273

210

225

26,76

288

273

9,06

6,26

600

285

215

230

27,99

300

285

9,06

6,39

650

310

235

250

30,45

325

310

9,06

6,65

700

335

250

265

32,90

350

335

9,06

6,85

750

360

270

285

35,36

375

360

9,06

6,85

800

385

290

305

37,81

400

385

9,06

6,85

850

410

305

320

40,27

425

410

9,06

6,85

900

435

325

340

42,72

450

435

9,06

6,85

950

460

340

355

45,18

475

460

9,06

6,85

1000

485

360

375

47,63

500

485

9,06

6,85

ε = screw-to-grain angle

NOTES • The characteristic sliding strengths were evaluated by considering an angle ε of 45° between the grains of the timber element and the connector. • The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector.

R’

dens,ax ax,kprocess a timber characteristic density ρ = 385 kg/m3 has been considered. • Forax,k the calculation k For ρk R values, the strength values in the table can be converted by the kdens coefficient. R’ different = k ki,k

dens,ki

ki,k

R’V,k = kdens,ax RV,k R’V,90,k = kdens,V RV,90,k R’V,0,k = kdens,V RV,0,k ρk

350

380

385

405

425

430

440

C-GL kdens,ax

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

0,92

0,98

1,00

1,04

1,08

1,09

1,11

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

[kg/m3 ]

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

GENERAL PRINCIPLES on page 143.

TIMBER | VGZ | 129

STRUCTURAL VALUES | CROSSED CONNECTORS

CHARACTERISTIC VALUES EN 1995:2014

MAIN BEAM-SECONDARY BEAM SHEAR CONNECTION main beam secondary beam

geometry

1 pair

2 pairs

3 pairs

90° m

90° 90°

45°

hNT

HHT

bNT

90°

d1 BHT

BHT,min

HHT,min hNT,min

[mm]

[mm] [mm]

bNT,min

RV1,k

RV2,k

bNT,min

RV1,k

RV2,k

bNT,min

RV1,k

RV2,k

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

160

130

8,13

15,16

123

21,84

180

140

9,38

17,49

123

25,20

200

155

10,63

19,83

123

28,56

220

170

11,88

22,16

123

31,92

240

100

185

105

13,13

24,49

123

35,28

260

110

200

115

14,38

26,82

280

115

210

125

102

15,63

29,16

13,63

25,44

123

38,64

123

42,00

300

125

225

135

109

16,88

31,49

123

45,36

320

130

240

145

116

18,13

33,82

123

48,72

340

140

255

155

123

19,38

36,16

123

52,08

360

145

270

165

130

20,63

38,49

123

55,44

380

150

285

175

137

21,78

40,64

123

58,54

400

160

295

185

144

21,78

40,64

123

58,54

200

155

13,66

113

25,49

158

36,72

220

170

15,27

113

28,49

158

41,04

240

100

185

105

16,88

113

31,49

158

45,36

260

110

200

115

18,48

113

34,49

158

49,68

280

115

210

125

102

20,09

113

37,49

158

54,00

300

125

225

135

109

21,70

113

40,49

158

58,32

320

130

240

145

116

23,30

113

43,49

158

62,64

340

140

255

155

123

24,91

113

46,49

360

145

270

165

130

26,52

113

49,48

22,88

42,69

158

66,96

158

71,28

380

150

285

175

137

28,13

113

52,48

158

75,60

400

160

295

185

144

29,73

113

55,48

158

79,92

440

175

325

205

159

32,95

113

61,48

158

88,56

480

185

355

225

173

35,92

113

67,03

158

96,55

520

200

380

245

187

35,92

113

67,03

158

96,55

560

215

410

265

201

35,92

113

67,03

158

96,55

600

230

440

285

215

35,92

113

67,03

158

96,55

130 | VGZ | TIMBER

36,64

61,50

STRUCTURAL VALUES | CROSSED CONNECTORS

CHARACTERISTIC VALUES EN 1995:2014

MAIN BEAM-SECONDARY BEAM SHEAR CONNECTION main beam secondary beam

geometry

1 pair

2 pairs

3 pairs

90° m

90° 90°

45°

hNT

HHT

bNT

90°

d1 BHT

BHT,min

HHT,min hNT,min

[mm]

[mm] [mm]

250

105

190

110

275

115

210

125

102

300

125

225

135

109

325

135

250

150

120

350

140

260

160

127

bNT,min

RV1,k

RV2,k

bNT,min

RV1,k

RV2,k

bNT,min

RV1,k

RV2,k

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

21,61

138

40,32

193

58,08

24,55

138

45,82

193

66,00

26,52

138

49,48

193

71,28

29,46

138

54,98

193

79,20

31,43

138

58,65

193

84,48 92,40

375

150

285

175

137

34,38

138

64,15

193

400

160

295

185

144

36,34

138

67,81

193

97,68

425

170

320

200

155

39,29

138

73,31

193

105,60

450

175

335

210

162

41,25

138

76,98

193

110,88

475

185

355

225

173

44,20

138

82,47

193

118,80

500

195

370

235

180

46,16

525

205

390

250

190

49,11

138

86,14

138

91,64

550

210

405

260

197

51,07

138

29,15

193

124,08

193

131,99

95,30

193

137,27

54,40

575

225

425

275

208

53,74

138

100,28

193

144,45

600

230

440

285

215

53,74

138

100,28

193

144,45

650

245

475

310

233

53,74

138

100,28

193

144,45

700

265

510

335

251

53,74

138

100,28

193

144,45

750

285

545

360

268

53,74

138

100,28

193

144,45

800

300

580

385

286

53,74

138

100,28

193

144,45

850

320

615

410

304

53,74

138

100,28

193

144,45

900

335

650

435

321

53,74

138

100,28

193

144,45

950

355

685

460

339

53,74

138

100,28

193

144,45

1000

370

720

485

357

53,74

138

100,28

193

144,45

78,35

NOTES • The compression design strength of the connectors is the lower between the withdrawal-side design strength (RV1,d) and the instability design strength (RV2,d).

RV,d = min

RV1,k kmod γM RV2,k γM1

• The assembly figure (m) is valid in the case of symmetrical installation of the connectors flush over the elements. • The connectors must be inserted at 45° with respect to the shear plane. • The strength values in the table for connections with several pairs of crossed screws are already inclusive of nef,ax.

GENERAL PRINCIPLES on page 143.

• The values given are calculated considering a distance a1,CG ≥ 5d. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength values in the table can be converted by the kdens coefficients previously indicated:

R’V1,k = kdens,ax RV1,k R’V2,k = kdens,ki RV2,k Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

TIMBER | VGZ | 131

MINIMUM DISTANCES FOR CROSSED CONNECTORS screws inserted WITH and WITHOUT pre-drilled hole

[mm]

a2,CG

[mm]

3∙d

aCROSS

[mm]

1,5∙d

3,5∙d

[mm]

a2,CG

[mm]

aCROSS [mm]

3,5∙d

[mm]

3∙d

1,5∙d

d = d1 = nominal screw diameter

m N T

90° 90°

45°

a2,CG

hNT

HHT

aCROSS

aCROSS bNT

bNT

a2,CG

aCROSS a2,CG

90° BHT

BHT

section

BHT

plan - 1 PAIR

plan - 2 OR MORE PAIRS

NOTES • For main beam-secondary beam joints with VGZ screws d = 7 mm inclined or crossed, inserted at an angle of 45° to the secondary beam head, with a minimum secondary beam height of 18 d, the minimum distance a1,CG can be taken equal to 8∙d1 anc the minimum distance a2,CG equal to 3∙d1 .

EFFECTIVE NUMBER FOR AXIALLY STRESSED CONNECTOR PAIRS The load-bearing capacity of a connection made with several screws, all of the same type and size, may be lower than the sum of the load-bearing capacities of the individual connection system. For a connection with n pairs of crossed screws, the characteristic effective load-bearing capacity is equal to: Ref,V,k = nef,ax RV,k

The nef value is given in the table below as a function of n (number of pairs). nPAIRS

nef,ax

1,87

2,70

3,60

4,50

5,40

6,30

7,20

8,10

9,00

Complete calculation reports for designing in wood? Download MyProject and simplify your work!

132 | VGZ | TIMBER

INSTALLATION SUGGESTIONS TIMBER-TO-TIMBER JOINT WITH CROSSED CONNECTORS TIGHTENING THE JOINT

For correct installation of the joint, we recommend tightening the elements before inserting the connectors.

Insert a partially threaded screw (e.g. HBS680) to bring the elements closer together.

The HBS screw eliminated the initial gap between the elements. After positioning the VGZ connectors, it can be removed.

After tightening about one third of the screw, remove the JIGVGZ45 template and continue with the installation.

Repeat the procedure to install the inserted screw from the main beam to the secondary beam.

INSERTION OF CONNECTORS

To ensure the correct positioning and inclination of the VGZ screws, we recommend using the JIGVGZ45 template.

JOINT BETWEEN CLT PANELS WITH CONNECTORS INCLINED IN BOTH DIRECTIONS (45°-45°)

To ensure the correct positioning and inclination of the VGZ screws, we recommend using the JIGVGZ45 template positioned at 45° to the panel head.

After tightening about one third of the screw, remove the JIGVGZ45 template and continue with the installation.

Repeat the procedure to install the screw in the adjoining panel and continue this alternating sequence according to the distances provided in the design.

RELATED PRODUCTS

HBS page 30

CATCH page 408

BIT page 417

JIG VGZ 45° page 409

TIMBER | VGZ | 133

STRUCTURAL VALUES | CLT

CHARACTERISTIC VALUES EN 1995:2014 TENSION

total thread withdrawal

partial thread withdrawal

geometry

steel tension lateral

narrow

lateral

narrow

Sg L

Sg,tot Sg

S g,tot

A min

Rax,90,k

Rax,0,k

A min

Rax,90,k

Rax,0,k

Rtens,k

[mm]

[kN]

[mm]

[kN]

5,73

4,34

100

110

7,37

5,44

2,87

2,33

120

110

130

9,01

6,52

3,69

2,92

140

130

150

10,65

7,58

4,50

3,49

160

150

170

12,29

8,62

5,32

4,06

180

170

190

13,92

9,65

6,14

4,62

200

190

210

15,56

10,67

105

6,96

5,17

220

210

230

17,20

11,67

115

7,78

5,72

240

230

250

18,84

12,67

105

125

8,60

6,25

260

250

270

20,48

13,65

115

135

9,42

6,79

280

270

290

22,11

14,63

125

145

10,24

7,32

300

290

310

23,75

15,61

135

155

11,06

7,84

320

310

330

25,39

16,57

145

165

11,88

8,36

340

330

350

27,03

17,53

155

175

12,69

8,88

360

350

370

28,67

18,48

165

185

13,51

9,39

380

370

390

30,30

19,43

175

195

14,33

9,90

400

390

410

31,94

20,37

185

205

15,15

10,41

160

150

170

15,80

10,54

6,84

4,97

180

170

190

17,90

11,80

7,90

5,65

200

190

210

20,01

13,04

105

8,95

6,32

220

210

230

22,11

14,27

115

10,00

6,99

240

230

250

24,22

15,49

105

125

11,06

7,65

260

250

270

26,33

16,69

115

135

12,11

8,30

280

270

290

28,43

17,89

125

145

13,16

8,95

300

290

310

30,54

19,08

135

155

14,22

9,59

320

310

330

32,64

20,26

145

165

15,27

10,22

340

330

350

34,75

21,43

155

175

16,32

10,86

360

350

370

36,86

22,60

165

185

17,37

11,49

380

370

390

38,96

23,76

175

195

18,43

12,11

400

390

410

41,07

24,91

185

205

19,48

12,73

440

430

450

45,28

27,20

205

225

21,59

13,96

480

470

490

49,49

29,47

225

245

23,69

15,18

520

510

530

53,70

31,71

245

265

25,80

16,39

560

550

570

57,92

33,94

265

285

27,90

17,59

600

590

610

62,13

36,16

285

305

30,01

18,78

134 | VGZ | TIMBER

15,40

25,40

STRUCTURAL VALUES | CLT

CHARACTERISTIC VALUES EN 1995:2014 TENSION

total thread withdrawal

partial thread withdrawal

geometry

steel tension lateral

narrow

lateral

narrow

Sg L

Sg,tot Sg

S g,tot

A min

Rax,90,k

Rax,0,k

A min

Rax,90,k

Rax,0,k

Rtens,k

[mm]

[kN]

[mm]

[kN]

150

140

160

18,02

11,63

7,72

5,43

200

190

210

24,45

15,31

105

10,94

7,42

250

240

260

30,89

18,89

110

130

14,16

9,36

275

265

285

34,11

20,66

123

143

15,77

10,31

300

290

310

37,32

22,40

135

155

17,37

11,26

325

315

335

40,54

24,13

148

168

18,98

12,19

350

340

360

43,76

25,85

160

180

20,59

13,12

375

365

385

46,98

27,56

173

193

22,20

14,04

400

390

410

50,19

29,25

185

205

23,81

14,95

425

415

435

53,41

30,93

198

218

25,42

15,85

450

440

460

56,63

32,60

210

230

27,03

16,75

475

465

485

59,85

34,27

223

243

28,64

17,65

500

490

510

63,06

35,92

235

255

30,24

18,54

525

515

535

66,28

37,56

248

268

31,85

19,43

550

540

560

69,50

39,20

260

280

33,46

20,31

575

565

585

72,72

40,83

273

293

35,07

21,18

600

590

610

75,93

42,45

285

305

36,68

22,05

650

640

660

82,37

45,68

310

330

39,90

23,79

700

690

710

88,80

48,88

335

355

43,11

25,51

750

740

760

95,24

52,05

360

380

46,33

27,22

800

790

810

101,67

55,21

385

405

49,55

28,91

850

840

860

108,11

58,34

410

430

52,77

30,59

900

890

910

114,54

61,46

435

455

55,98

32,27

950

940

960

120,98

64,56

460

480

59,20

33,93

1000

990

1010

127,41

67,64

485

505

62,42

35,59

38,00

NOTES and GENERAL PRINCIPLES on page 143.

TIMBER | VGZ | 135

STRUCTURAL VALUES | CLT SLIDING geometry

CLT - CLT 45° + 45°

CLT - CLT

45°

CLT - timber

45°

A d1

A min

RV,k

Rtens,45+45,k

RV,k

Rtens,45,k

Hmin

RV,k

Rtens,45,k

[mm] [mm] [mm]

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

0,86

1,22

1,45

100

1,16

1,65

2,03

120

1,46

2,06

2,61

140

110

1,75

2,47

3,19

160

125

2,03

2,87

3,76

180

135

2,31

3,27

4,34

200

150

2,59

3,66

4,92

100

5,50

105

6,08

220

165

2,86

240

105

180

3,13

7,70

4,04

4,42

10,89

260

115

195

3,39

4,80

110

6,66

280

125

210

3,66

105

5,17

105

120

7,24

300

135

220

3,92

110

5,54

110

125

7,82

320

145

235

4,18

120

5,91

120

135

8,40

340

155

250

4,44

125

6,28

125

140

8,98

360

165

265

4,70

130

6,64

130

145

9,56

380

175

280

4,95

140

7,00

140

155

10,13

400

185

295

5,21

145

7,36

145

160

10,71

160

125

2,48

3,51

4,84

180

135

2,82

3,99

5,58

200

150

3,16

4,47

6,33

220

165

3,49

4,94

100

7,07

240

105

180

3,82

5,41

105

7,82

260

115

195

4,15

5,87

110

8,56

280

125

210

4,47

105

6,33

105

120

9,31

300

135

220

4,79

110

6,78

110

125

10,05

120

135

10,80

125

140

11,54

320

145

235

5,11

340

155

250

5,43

360

165

265

5,74

130

8,12

130

145

12,29

380

175

280

6,06

140

8,56

140

155

13,03

12,70

120

7,23

125

7,68

17,96

400

185

295

6,37

145

9,00

145

160

13,77

440

205

320

6,98

160

9,87

160

175

15,26

480

225

350

7,59

175

10,74

175

190

16,75

520

245

380

8,20

190

11,59

190

205

18,24

560

265

405

8,80

205

12,44

205

220

19,73

600

285

435

9,39

215

13,28

215

230

21,22

136 | VGZ | TIMBER

10,89

17,96

STRUCTURAL VALUES | CLT

CHARACTERISTIC VALUES EN 1995:2014 SLIDING

geometry

CLT - CLT 45° + 45°

CLT - CLT

45°

CLT - timber

45°

A d1

A min

RV,k

Rtens,45+45,k

RV,k

Rtens,45,k

Hmin

RV,k

Rtens,45,k

[mm] [mm] [mm]

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

150

115

2,71

3,84

5,46

200

150

3,71

5,25

7,74

250

110

185

4,68

6,62

110

10,01

275

123

205

5,16

100

7,29

100

115

11,15

300

135

220

5,63

110

7,96

110

125

12,29

325

148

240

6,10

120

8,62

120

135

13,42

350

160

255

6,56

130

9,28

130

145

14,56

375

173

275

7,02

140

9,93

140

155

15,70

400

185

295

7,47

145

10,57

145

160

16,84

425

198

310

7,93

155

11,21

155

170

17,97

450

210

330

8,38

165

11,85

165

180

19,11

475

223

345

8,82

175

12,48

175

190

20,25

19,00

26,87

500

235

365

9,27

180

13,11

180

195

21,39

525

248

380

9,71

190

13,74

190

205

22,52

550

260

400

10,15

200

14,36

200

215

23,66

575

273

415

10,59

210

14,98

210

225

24,80

600

285

435

11,03

215

15,60

215

230

25,94

650

310

470

11,89

235

16,82

235

250

28,21

700

335

505

12,75

250

18,04

250

265

30,49

750

360

540

13,61

270

19,24

270

285

32,76

800

385

575

14,46

290

20,44

290

305

35,04

850

410

610

15,30

305

21,63

305

320

37,31

900

435

645

16,13

325

22,82

325

340

39,59

950

460

680

16,97

340

23,99

340

355

41,86

1000 485

715

17,79

360

25,16

360

375

44,14

26,87

NOTES | CLT • The characteristic values are according to the national specifications ÖNORM EN 1995 - Annex K. • For the calculation process, a mass density of ρ k = 350 kg/m3 has been considered for CLT elements and a mass density of ρ k = 385 kg/m3 has been considered for timber elements. • The axial thread withdrawal resistance in the narrow face is valid for minimum CLT thickness tCLT,min = 10∙d1 and minimum screw pull-through depth tpen = 10∙d1 . • The characteristic sliding strengths of the connectors inserted in the lateral face of the CLT panel were evaluated considering an angle ε of 45° between the grains and the connector, since it was not possible to define the thickness and orientation of the individual layers in advance.

• The characteristic sliding strengths of the connectors inserted with double inclination (45°-45°) were evaluated considering an ε angle of 60° between the grains and the connector; in fact, the geometry of the joint requires that the connectors have to be inserted at an angle of 45° with respect to the face of the CLT panel and at an angle of 45° with respect to the shear plane between the two panels. The use of the JIG VGZ 45 template is recommended for professional installation of the connectors in this application. • Connectors instability must be verified separately.

GENERAL PRINCIPLES on page 143.

TIMBER | VGZ | 137

STRUCTURAL VALUES | LVL

CHARACTERISTIC VALUES EN 1995:2014 TENSION

total thread withdrawal

partial thread withdrawal

geometry

steel tension wide

edge

wide

edge

Sg A

S g,tot

A min

Rax,90,k

Rax,0,k

A min

Rax,90,k

Rax,0,k

Rtens,k

[mm]

[kN]

[mm]

[kN]

7,11

4,74

100

110

9,15

5,44

3,56

2,37

120

110

130

11,18

6,52

4,57

3,05

140

130

150

13,21

7,58

5,59

3,73

160

150

170

15,24

8,62

6,61

4,40

180

170

190

17,28

9,65

7,62

5,08

200

190

210

19,31

10,67

105

8,64

5,76

220

210

230

21,34

11,67

115

9,65

6,44

240

230

250

23,37

12,67

105

125

10,67

7,11

260

250

270

25,41

13,65

115

135

11,69

7,79

280

270

290

27,44

14,63

125

145

12,70

8,47

300

290

310

29,47

15,61

135

155

13,72

9,15

320

310

330

31,50

16,57

145

165

14,74

9,82

340

330

350

33,54

17,53

155

175

15,75

10,50

360

350

370

35,57

18,48

165

185

16,77

11,18

380

370

390

37,60

19,43

175

195

17,78

11,86

400

390

410

39,63

20,37

185

205

18,80

12,53

160

150

170

19,60

10,54

8,49

5,66

180

170

190

22,21

11,80

9,80

6,53

200

190

210

24,83

13,04

105

11,11

7,40

220

210

230

27,44

14,27

115

12,41

8,28

240

230

250

30,05

15,49

105

125

13,72

9,15

260

250

270

32,67

16,69

115

135

15,03

10,02

280

270

290

35,28

17,89

125

145

16,33

10,89

300

290

310

37,89

19,08

135

155

17,64

11,76

320

310

330

40,51

20,26

145

165

18,95

12,63

340

330

350

43,12

21,43

155

175

20,25

13,50

360

350

370

45,73

22,60

165

185

21,56

14,37

380

370

390

48,35

23,76

175

195

22,87

15,24

400

390

410

50,96

24,91

185

205

24,17

16,12

440

430

450

56,18

27,20

205

225

26,79

17,86

480

470

490

61,41

29,47

225

245

29,40

19,60

520

510

530

66,64

31,71

245

265

32,01

21,34

560

550

570

71,86

33,94

265

285

34,63

23,08

600

590

610

77,09

36,16

285

305

37,24

24,83

138 | VGZ | TIMBER

15,40

25,40

STRUCTURAL VALUES | LVL

CHARACTERISTIC VALUES EN 1995:2014 TENSION

total thread withdrawal

partial thread withdrawal

geometry

steel tension wide

edge

wide

edge

Sg A

S g,tot

A min

Rax,90,k

Rax,0,k

A min

Rax,90,k

Rax,0,k

Rtens,k

[mm]

[kN]

[mm]

[kN]

150

140

160

22,36

11,63

9,58

6,39

200

190

210

30,34

15,31

105

13,57

9,05

250

240

260

38,33

18,89

110

130

17,57

11,71

275

265

285

42,32

20,66

123

143

19,56

13,04

300

290

310

46,31

22,40

135

155

21,56

14,37

325

315

335

50,31

24,13

148

168

23,56

15,70

350

340

360

54,30

25,85

160

180

25,55

17,03

375

365

385

58,29

27,56

173

193

27,55

18,37

400

390

410

62,28

29,25

185

205

29,54

19,70

425

415

435

66,27

30,93

198

218

31,54

21,03

450

440

460

70,27

32,60

210

230

33,54

22,36

475

465

485

74,26

34,27

223

243

35,53

23,69

500

490

510

78,25

35,92

235

255

37,53

25,02

525

515

535

82,24

37,56

248

268

39,53

26,35

550

540

560

86,24

39,20

260

280

41,52

27,68

575

565

585

90,23

40,83

273

293

43,52

29,01

600

590

610

94,22

42,45

285

305

45,51

30,34

650

640

660

102,21

45,68

310

330

49,51

33,00

700

690

710

110,19

48,88

335

355

53,50

35,67

750

740

760

118,18

52,05

360

380

57,49

38,33

800

790

810

126,16

55,21

385

405

61,48

40,99

850

840

860

134,15

58,34

410

430

65,48

43,65

900

890

910

142,13

61,46

435

455

69,47

46,31

950

940

960

150,12

64,56

460

480

73,46

48,97

1000

990

1010

158,10

67,64

485

505

77,45

51,64

38,00

NOTES and GENERAL PRINCIPLES on page 143.

TIMBER | VGZ | 139

STRUCTURAL VALUES | LVL

CHARACTERISTIC VALUES EN 1995:2014 SLIDING

geometry

SHEAR

LVL-LVL

A L

LVL-LVL wide

LVL-timber

45°

Sg B

45°

[mm] [mm] [mm] [mm]

Bmin

RV,k

Rtens,45,k

Hmin

RV,k

Rtens,45,k

RV,90,k

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

2,01

3,29

100

2,01

120

2,59

3,55

140

3,16

3,80

160

3,74

4,05

180

4,31

200

4,89

100

4,56

220

100

5,46

110

4,81

6,04

120

4,81

100

6,61

130

4,81

240

105

6,04

260

115

110

6,61

10,89

280

125

105

120

7,19

105

110

7,19

140

4,81

300

135

110

125

7,76

110

115

7,76

150

4,81

320

145

120

135

8,34

120

125

8,34

160

4,81

340

155

125

140

8,91

125

130

8,91

170

4,81

360

165

130

145

9,49

130

135

9,49

180

4,81

380

175

140

155

10,06

140

145

10,06

190

4,81

400

185

145

160

10,64

145

150

10,64

200

4,81

160

4,80

5,75

180

5,54

6,08

200

6,28

100

6,41

220

100

7,02

110

6,73

240

105

7,76

120

7,06

260

115

110

8,50

100

8,50

130

7,26

280

125

105

120

9,24

105

110

9,24

140

7,26

300

135

110

125

9,98

110

115

9,98

150

7,26

320

145

120

135

10,72

120

125

10,72

160

7,26

17,96

340

155

125

140

11,46

125

130

11,46

360

165

130

145

12,20

130

135

12,20

17,96

170

7,26

180

7,26

380

175

140

155

12,93

140

145

12,93

190

7,26

400

185

145

160

13,67

145

150

13,67

200

7,26

440

205

160

175

15,15

160

165

15,15

220

7,26

480

225

175

190

16,63

175

180

16,63

240

7,26

520

245

190

205

18,11

190

195

18,11

260

7,26

560

265

205

220

19,59

205

210

19,59

280

7,26

600

285

215

230

21,07

215

220

21,07

300

7,26

140 | VGZ | TIMBER

STRUCTURAL VALUES | LVL

CHARACTERISTIC VALUES EN 1995:2014 SLIDING

geometry

SHEAR

LVL-LVL

A L

LVL-LVL wide

LVL-timber

45°

Sg B

45°

[mm] [mm] [mm] [mm] 150

Bmin

RV,k

Rtens,45,k

Hmin

RV,k

Rtens,45,k

RV,90,k

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

5,42

7,46

200

7,68

100

8,45

250

110

9,94

100

9,94

125

9,45

275

123

100

115

11,07

100

105

11,07

138

9,95

300

135

110

125

12,20

110

115

12,20

150

10,12

325

148

120

135

13,33

120

125

13,33

163

10,12

350

160

130

145

14,45

130

135

14,45

175

10,12

375

173

140

155

15,58

140

145

15,58

188

10,12

400

185

145

160

16,71

145

150

16,71

200

10,12

425

198

155

170

17,84

155

160

17,84

213

10,12

450

210

165

180

18,97

165

170

18,97

225

10,12

475

223

175

190

20,10

175

180

20,10

238

10,12

500

235

180

195

21,23

180

185

21,23

525

248

190

205

22,36

190

195

22,36

550

260

200

215

23,49

200

205

23,49

275

10,12

575

273

210

225

24,62

210

215

24,62

288

10,12

600

285

215

230

25,75

215

220

25,75

300

10,12

650

310

235

250

28,01

235

240

28,01

325

10,12

700

335

250

265

30,26

250

255

30,26

350

10,12

750

360

270

285

32,52

270

275

32,52

375

10,12

800

385

290

305

34,78

290

295

34,78

400

10,12

850

410

305

320

37,04

305

310

37,04

425

10,12

26,87

250

10,12

263

10,12

900

435

325

340

39,30

325

330

39,30

450

10,12

950

460

340

355

41,56

340

345

41,56

475

10,12

1000 485

360

375

43,81

360

365

43,81

500

10,12

NOTES • For the calculation process, a mass density of ρk = 480 kg/m3 has been considered for the softwood LVL elements and a mass density of ρk = 385 kg/m3 has been considered for timber elements.

• The characteristic sliding strengths were evaluated by considering, for individual timber elements, a 45° angle between the connector and the grain and a 45° angle between the connector and the side face of the LVL element.

• The axial "wide"thread withdrawal resistance was evaluated considering an angle of 90° between the fibers and the connector and is valid in application with LVLs in both parallel and cross grain veneer beams.

• The characteristic shear strengths were evaluated by considering, for individual timber elements, a 90° angle between the connector and the grain, a 90° angle between the connector and the side face of the LVL element and a 0° angle between the force and the grain.

• The axial "edge" thread withdrawal resistance was evaluated considering an angle of 90° between the fibers and the connector and is valid in application with parallel veneer LVLs. • Minimum height LVL hLVL,min= 100 mm for VGZ connectors Ø7 and hLVL,min = 120 mm for VGZ connectors Ø9.

• Connectors instability must be verified separately.

GENERAL PRINCIPLES on page 143.

TIMBER | VGZ | 141

MINIMUM DISTANCES FOR SHEAR AND AXIAL LOADS | CLT screws inserted WITHOUT pre-drilled hole

lateral face d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

narrow face

7 28 18 42 42 42 18

4∙d 2,5∙d 6∙d 6∙d 6∙d 2,5∙d

9 36 23 54 54 54 23

11 44 28 66 66 66 28

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

7 70 28 84 49 42 21

10∙d 4∙d 12∙d 7∙d 6∙d 3∙d

9 90 36 108 63 54 27

11 110 44 132 77 66 33

d = d1 = nominal screw diameter

a3,c

a4,t

a2 a2

a3,t

a4,c

a4,c α

a3,c

a3,t

F a3,c a4,c a4,t

a4,c

tCLT

NOTES • The minimum distances are compliant with ETA-11/0030 and are to be considered valid unless otherwise specified in the technical documents for the CLT panels.

• The minimum distances referred to "narrow face" are valid for minimum screw pull-through depth tpen = 10∙d1 .

• Minimum distances are valid for minimum CLT thickness tCLT,min =10∙d1 .

MINIMUM DISTANCES FOR SHEAR LOADS | LVL screws inserted WITHOUT pre-drilled hole

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

7 105 49 140 105 49 49

15∙d 7∙d 20∙d 15∙d 7∙d 7∙d

α=0°

9 135 63 180 135 63 63

11 165 77 220 165 77 77

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

α=90°

7 49 49 105 105 84 49

7∙d 7∙d 15∙d 15∙d 12∙d 7∙d

9 63 63 135 135 108 63

11 77 77 165 165 132 77

α = load-to-grain angle d = d1 = nominal screw diameter

a2 a2

a4,t F

a3,t

a3,c

NOTES • Minimum distances are obtained from experimental tests carried out at Eurofins Expert Services Oy, Espoo, Finland (Report EUFI29-19000819-T1/T2).

142 | VGZ | TIMBER

a4,c

F F α

MINIMUM DISTANCES FOR AXIAL STRESSES | LVL screws inserted WITHOUT pre-drilled hole

wide face d1 a1 a2 a1,CG a2,CG

[mm] [mm] [mm] [mm] [mm]

5∙d 5∙d 10∙d 4∙d

edge face

7 35 35 70 28

9 45 45 90 36

11 55 55 110 44

d1 a1 a2 a1,CG a2,CG

[mm] [mm] [mm] [mm] [mm]

7 70 35 84 21

10∙d 5∙d 12∙d 3∙d

9 90 45 108 27

11 110 55 132 33

d = d1 = nominal screw diameter

SCREWS INSERTED WITH α = 90° ANGLE WITH RESPECT TO THE GRAIN (wide face)

SCREWS INSERTED WITH α = 90° ANGLE WITH RESPECT TO THE GRAIN (edge face)

a2,CG a2 a2,CG

a1,CG

plan

a1,CG

plan a1,CG

a1,CG

a2,CG

front h

NOTES • The minimum distances for Ø7 and Ø9 screws with 3 THORNS bit are compliant with ETA11/0030 and are to be considered valid unless otherwise specified in the technical documents for the LVL panels. For Ø11 or self-drilling bit screws, the minimum distances are obtained from experimental tests carried out at Eurofins Expert Services Oy, Espoo, Finland (Report EUFI29-19000819-T1/T2).

front

• The minimum distances referred to edge face for screws d = 7 mm are valid for minimum thickness LVL tLVL,min = 45 mm and minimum height LVL hLVL,min = 100 mm. The minimum distances referred to edge face for screws d = 9 mm are valid for minimum thickness LVL tLVL,min = 57 mm and minimum height LVL hLVL,min = 120 mm.

STRUCTURAL VALUES GENERAL PRINCIPLES • Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030. • The tensile design strength of the connector is the lower between the timber-side design strength (Rax,d) and the steel-side design strength (Rtens,d).

Rax,d = min

Rax,k kmod γM Rtens,k γM2

• The compression design strength of the connector is the lower between the timber-side design strength (Rax,d) and the instability design strength (Rki,d).

Rax,d = min

Rax,k kmod γM Rki,k γM1

• The design sliding strength of the joint is either the timber-side design strength (RV,d) and the design strength on the steel side projected at 45°. (Rtens,45,d), whichever is lower:

RV,d = min

RV,k kmod γM Rtens,45,k γM2

• The design shear strength of the connector is obtained from the characteristic value as follows:

RV,d =

RV,k kmod γM

• The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030. • Dimensioning and verification of the timber elements must be carried out separately. • The screws must be positioned in accordance with the minimum distances. • The characteristic thread withdrawal strengths were evaluated considering a penetration length of Sg,tot or Sg, as shown in the table. For intermediate values of Sg it is possible to linearly interpolate. A minimum penetration length of 4-d1 is considered. • The shear srength and sliding values were evaluated considering the centre of gravity of the connector placed in correspondence with the shear plane. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

TIMBER | VGZ | 143

VGZ EVO

ETA-11/0030

UKTA-0836 22/6195

AC233 | AC257 ESR-4645

FULLY THREADED SCREW WITH CYLINDRICAL HEAD C4 EVO COATING Multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure test, as per ISO 9227. Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

AUTOCLAVE-TREATED TIMBER The C4 EVO coating has been certified according to US acceptance criterion AC257 for outdoor use with ACQ-treated timber.

STRUCTURAL APPLICATIONS Deep thread and high resistance steel (fy,k = 1000 N/mm2) for excellent tensile performance. Approved for structural applications subject to stresses in any direction vs the grain (0° - 90°). Reduced minimum distances.

BIT INCLUDED

DIAMETER [mm]

vgz evo

5 5

11 11

LENGTH [mm]

80 80

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

EVO COATING

600

1000

carbon steel with C4 EVO coating

FIELDS OF USE • • • • •

144 | VGZ EVO | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods ACQ, CCA treated timber

ETA-11/0030

TRUSS & RAFTER JOINTS Ideal for joining small timber elements such as the crossbeams and uprights of light frame structures. Certified for application parallel to the grain and with reduced minimum distances.

TIMBER STUDS Values also tested, certified and calculated for CLT and high density woods such as Microllam® LVL. Ideal for fastening I-Joist beams.

TIMBER | VGZ EVO | 145

Fastening Wood Trusses outdoors.

Fastening the uprights of light frame structures with VGZ EVO Ø5 mm.

d2 d1

XXX

VGZ

GEOMETRY AND MECHANICAL CHARACTERISTICS

b L

GEOMETRY Nominal diameter

[mm]

5,3

5,6

Head diameter

[mm]

8,00

9,50

11,50

13,50

Thread diameter

[mm]

3,60

3,80

4,60

5,90

6,60

Pre-drilling hole diameter(1)

dV,S

[mm]

3,5

4,0

5,0

6,0

Pre-drilling hole diameter(2)

dV,H

[mm]

4,0

5,0

6,0

7,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

5,3

5,6

Tensile strength

ftens,k

[kN]

11,0

12,3

15,4

25,4

38,0

Yield strength

fy,k

[N/mm2]

1000

Yield moment

My,k

[Nm]

9,2

10,6

14,2

27,2

45,9

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

11,7

15,0

29,0

Withdrawal resistance parameter

fax,k

[N/mm2]

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

146 | VGZ EVO | TIMBER

CODES AND DIMENSIONS L

[mm]

CODE

[mm]

pcs

CODE

VGZEVO580 5,3 VGZEVO5100 TX 25 VGZEVO5120

VGZEVO11250

250

240

100

VGZEVO11300

300

290

120

110

VGZEVO11350

350

340

VGZEVO5140 5,6 VGZEVO5150 TX 25 VGZEVO5160

140

130

390

140

VGZEVO11400 11 TX 50 VGZEVO11450

400

150

450

440

160

150

VGZEVO11500

500

490

VGZEVO780

VGZEVO11550

550

540

VGZEVO7100

100

VGZEVO11600

600

590

[mm]

VGZEVO7120

120

110

VGZEVO7140

140

130

VGZEVO7160

160

150

VGZEVO7180

180

170

VGZEVO7200 7 TX 30 VGZEVO7220

200

190

220

210

VGZEVO7240

240

230

VGZEVO7260

260

250

VGZEVO7280

280

270

VGZEVO7300

300

290

VGZEVO7340

340

330

VGZEVO7380

380

370

VGZEVO9160

160

150

VGZEVO9180

180

170

VGZEVO9200

200

190

VGZEVO9220

220

210

VGZEVO9240

240

230

VGZEVO9260

260

250

VGZEVO9280

280

270

VGZEVO9300

9 TX 40 VGZEVO9320

300

290

320

310

VGZEVO9340

340

330

VGZEVO9360

360

350

VGZEVO9380

380

370

VGZEVO9400

400

390

VGZEVO9440

440

430

VGZEVO9480

480

470

VGZEVO9520

520

510

[mm]

pcs

RELATED PRODUCTS JIG VGZ 45° TEMPLATE FOR 45° SCREWS

page 409

OUTDOOR STRUCTURAL PERFORMANCE Values also tested, certified and calculated for CLT and high density woods such as Microllam® LVL. Ideal for fastening timber-framed panels and lattice beams (Rafter, Truss).

TIMBER | VGZ EVO | 147

MINIMUM DISTANCES FOR AXIAL STRESSES screws inserted WITH and WITHOUT pre-drilled hole d1

[mm]

5,3

5,6

[mm]

5∙d

a2,LIM

[mm]

2,5∙d

a1,CG

[mm]

8∙d

a2,CG

[mm]

3∙d

aCROSS [mm]

1,5∙d

SCREWS UNDER TENSION INSERTED WITH AN ANGLE α WITH RESPECT TO THE GRAIN

a2,CG a2,CG

a2,CG a2 a2,CG

a2,CG

a2,CG a1,CG

a1,CG

a2,CG a1,CG

plan

front

plan

SCREWS INSERTED WITH α = 90° ANGLE WITH RESPECT TO THE GRAIN

front

CROSSED SCREWS INSERTED WITH AN ANGLE α WITH RESPECT TO THE GRAIN

a2,CG

45°

a2 a2,CG

a2,CG a1,CG

aCROSS a2,CG

a1 a1,CG

plan

front

plan

front

NOTES • Minimum distances according to ETA-11/0030. • The minimum distances are independent of the insertion angle of the connector and the angle of the force with respect to the grain.

• For 3 THORNS tip the minimum distances in the table are derived from experimental tests; alternatively, adopt a1,CG = 10∙d and a2,CG = 4∙d in accordance with EN 1995:2014.

EFFECTIVE THREAD USED IN CALCULATION 10

Tol.

b L

148 | VGZ EVO | TIMBER

b = S g,tot = L - 10 mm

represents the entire length of the threaded part

S g = (L - 10 mm - 10 mm - Tol.)/ 2 represents the partial length of the threaded part net of a laying tolerance (Tol.) of 10 mm

STRUCTURAL VALUES

CHARACTERISTIC VALUES EN 1995:2014 TENSION / COMPRESSION

total thread withdrawal

partial thread withdrawal

geometry ε=90°

ε=0°

ε=90°

estrazione filetto parziale

ε=0°

steel tension

instability ε=90°

Sg Sg,tot

S g,tot

A min

Rax,90,k

Rax,0,k

A min

Rax,90,k

Rax,0,k

Rtens,k

Rki,90,k

[mm]

[kN]

[mm]

[kN]

80 100 120 140 150 160 80 100 120 140 160 180 200 220 240 260 280 300 340 380 160 180 200 220 240 260 280 300 320 340 360 380 400 440 480 520 250 300 350 400 450 500 550 600

70 90 110 130 150 150 70 90 110 130 150 170 190 210 230 250 270 290 330 370 150 170 190 210 230 250 270 290 310 330 350 370 390 430 470 510 240 290 340 390 440 490 540 590

90 110 130 150 170 170 90 110 130 150 170 190 210 230 250 270 290 310 350 390 170 190 210 230 250 270 290 310 330 350 370 390 410 450 490 530 260 310 360 410 460 510 560 610

4,68 6,02 7,36 9,19 10,61 10,61 6,19 7,96 9,72 11,49 13,26 15,03 16,79 18,56 20,33 22,10 23,87 25,63 29,17 32,70 17,05 19,32 21,59 23,87 26,14 28,41 30,68 32,96 35,23 37,50 39,78 42,05 44,32 48,87 53,41 57,96 33,34 40,28 47,22 54,17 61,11 68,06 75,00 81,95

1,41 1,81 2,21 2,76 2,97 3,18 1,86 2,39 2,92 3,45 3,98 4,51 5,04 5,57 6,10 6,63 7,16 7,69 8,75 9,81 5,11 5,80 6,48 7,16 7,84 8,52 9,21 9,89 10,57 11,25 11,93 12,61 13,30 14,66 16,02 17,39 10,00 12,08 14,17 16,25 18,33 20,42 22,50 24,58

25 35 45 55 65 65 25 35 45 55 65 75 85 95 105 115 125 135 155 175 65 75 85 95 105 115 125 135 145 155 165 175 185 205 225 245 110 135 160 185 210 235 260 285

45 55 65 75 85 85 45 55 65 75 85 95 105 115 125 135 145 155 175 195 85 95 105 115 125 135 145 155 165 175 185 195 205 225 245 265 130 155 180 205 230 255 280 305

1,67 2,34 3,01 3,89 4,60 4,60 2,21 3,09 3,98 4,86 5,75 6,63 7,51 8,40 9,28 10,16 11,05 11,93 13,70 15,47 7,39 8,52 9,66 10,80 11,93 13,07 14,21 15,34 16,48 17,61 18,75 19,89 21,02 23,30 25,57 27,84 15,28 18,75 22,22 25,70 29,17 32,64 36,11 39,59

0,50 0,70 0,90 1,17 1,27 1,38 0,66 0,93 1,19 1,46 1,72 1,99 2,25 2,52 2,78 3,05 3,31 3,58 4,11 4,64 2,22 2,56 2,90 3,24 3,58 3,92 4,26 4,60 4,94 5,28 5,63 5,97 6,31 6,99 7,67 8,35 4,58 5,63 6,67 7,71 8,75 9,79 10,83 11,88

11,00

6,20

12,30

6,93

15,40

10,30

25,40

17,25

38,00

21,93

5,3

5,6

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 151.

TIMBER | VGZ EVO | 149

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014

SLIDING geometry

timber-to-timber

steel tension

45°

timber-to-timber

45°

timber-to-timber ε=90°

timber-to-timber ε=0°

SHEAR

B d1

Bmin

RV,k

Rtens,45,k

RV,90,k

RV,0,k

[mm]

[kN]

[mm]

[kN]

80 100 120 140 150 160 80 100 120 140 160 180 200 220 240 260 280 300 340 380 160 180 200 220 240 260 280 300 320 340 360 380 400 440 480 520 250 300 350 400 450 500 550 600

25 35 45 55 65 65 25 35 45 55 65 75 85 95 105 115 125 135 155 175 65 75 85 95 105 115 125 135 145 155 165 175 185 205 225 245 110 135 160 185 210 235 260 285

35 40 45 55 60 60 35 40 45 55 60 70 75 85 90 95 105 110 125 140 60 70 75 85 90 95 105 110 120 125 130 140 145 160 175 190 95 110 130 145 165 180 200 215

50 55 60 70 75 75 50 55 60 70 75 85 90 100 105 110 120 125 140 155 75 85 90 100 105 110 120 125 135 140 145 155 160 175 190 205 110 125 145 160 180 195 215 230

1,18 1,66 2,13 2,75 3,25 3,25 1,56 2,19 2,81 3,44 4,06 4,69 5,31 5,94 6,56 7,19 7,81 8,44 9,69 10,94 5,22 6,03 6,83 7,63 8,44 9,24 10,04 10,85 11,65 12,46 13,26 14,06 14,87 16,47 18,08 19,69 10,80 13,26 15,71 18,17 20,63 23,08 25,54 27,99

40 50 60 70 80 80 40 50 60 70 80 90 100 110 120 130 140 150 170 190 80 90 100 110 120 130 140 150 160 170 180 190 200 220 240 260 125 150 175 200 225 250 275 300

25 35 45 55 65 65 25 35 45 55 65 75 85 95 105 115 125 135 155 175 65 75 85 95 105 115 125 135 145 155 165 175 185 205 225 245 110 135 160 185 210 235 260 285

1,99 2,16 2,32 2,69 2,87 2,87 2,59 2,93 3,15 3,37 3,59 3,81 4,03 4,25 4,30 4,30 4,30 4,30 4,30 4,30 5,10 5,38 5,67 5,95 6,23 6,50 6,50 6,50 6,50 6,50 6,50 6,50 6,50 6,50 6,50 6,50 8,35 9,06 9,06 9,06 9,06 9,06 9,06 9,06

1,03 1,19 1,37 1,59 1,62 1,64 1,34 1,53 1,74 1,97 2,06 2,12 2,19 2,26 2,32 2,39 2,46 2,52 2,65 2,79 2,81 3,08 3,18 3,27 3,35 3,44 3,52 3,61 3,69 3,78 3,86 3,95 4,03 4,21 4,38 4,55 4,57 4,83 5,09 5,35 5,61 5,87 6,13 6,39

5,3

5,6

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 151.

150 | VGZ EVO | TIMBER

7,78

8,70

10,89

17,96

26,87

STRUCTURAL VALUES | FURTHER APPLICATIONS SHEAR CONNECTION WITH CROSSED CONNECTORS

CONNECTIONS WITH CLT AND LVL ELEMENTS

VGZ EVO Ø7-9-11 mm

45°

90°

STRUCTURAL VALUES on page 130.

STRUCTURAL VALUES on page 134.

STRUCTURAL VALUES GENERAL PRINCIPLES

NOTES

• Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector.

• The tensile design strength of the connector is the lower between the timber-side design strength (Rax,d) and the steel-side design strength (Rtens,d).

Rax,d = min

Rax,k kmod γM Rtens,k γM2

• The compression design strength of the connector is the lower between the timber-side design strength (Rax,d) and the instability design strength (Rki,d).

Rax,d = min

Rax,k kmod γM Rki,k γM1

• The design sliding strength of the joint is either the timber-side design strength (RV,d) and the design strength on the steel side projected at 45°. (Rtens,45,d), whichever is lower:

RV,d = min

RV,k kmod γM Rtens,45,k γM2

• The design shear strength of the connector is obtained from the characteristic value as follows:

RV,d =

• The characteristic sliding strengths were evaluated by considering an angle ε of 45° between the grains of the timber element and the connector. • The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength values in the table (withdrawal, compression, sliding and shear) can be converted via the kdens coefficient.

R’ax,k = kdens,ax Rax,k R’ki,k = kdens,ki Rki,k R’V,k = kdens,ax RV,k R’V,90,k = kdens,V RV,90,k R’V,0,k = kdens,V RV,0,k ρk

350

C-GL kdens,ax kdens,ki kdens,v

[kg/m3 ]

380

385

405

425

430

440

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

0,92

0,98

1,00

1,04

1,08

1,09

1,11

0,97

0,99

1,00

1,01

1,02

0,90

0,98

1,00

1,02

1,05

1,07

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

RV,k kmod γM

TIMBER | VGZ EVO | 151

VGZ EVO C5

AC233 ESR-4645

ETA-11/0030

FULLY THREADED SCREW WITH CYLINDRICAL HEAD C5 ATMOSPHERIC CORROSIVITY Multi-layer coating capable of withstanding outdoor environments classified C5 according to ISO 9223. Salt Spray Test (SST) with exposure time greater than 3000 h carried out on screws previously screwed and unscrewed in Douglas fir timber.

MAXIMUM STRENGTH It is the screw of choice if high mechanical performance is required under very adverse atmospheric corrosive conditions. The cylindrical head makes it ideal for concealed joints, timber couplings and structural reinforcements.

BIT INCLUDED

LENGTH [mm] 5

DIAMETER [mm] 80

140

360

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

EVO COATING

carbon steel with C5 EVO coating with very high corrosion resistance

FIELDS OF USE • • • •

152 | VGZ EVO C5 | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods

1000

CODES AND DIMENSIONS d1

CODE

[mm] VGZEVO7140C5 7 TX 30

pcs

[mm]

140

130

CODE

[mm]

200

190

VGZEVO9240C5

240

230

VGZEVO9280C5

280

270

[mm]

VGZEVO7180C5

180

170

VGZEVO7220C5

220

210

VGZEVO9200C5 9 TX 40

pcs

VGZEVO7260C5

260

250

VGZEVO9320C5

320

310

VGZEVO7300C5

300

290

VGZEVO9360C5

360

350

d 2 d1

XXX

VGZ

GEOMETRY AND MECHANICAL CHARACTERISTICS

b L

GEOMETRY Nominal diameter Head diameter Thread diameter Pre-drilling hole diameter(1) Pre-drilling hole diameter(2)

d1 dK d2 dV,S dV,H

[mm] [mm] [mm] [mm] [mm]

7 9,50 4,60 4,0 5,0

9 11,50 5,90 5,0 6,0

7 15,4 1000 14,2

9 25,4 1000 27,2

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter Tensile strength Yield strength Yield moment

d1 ftens,k fy,k My,k

[mm] [kN] [N/mm2] [Nm]

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

11,7

15,0

29,0

Withdrawal resistance parameter

fax,k

[N/mm2]

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

SEASIDE BUILDINGS Ideal for fastening elements with small cross-sections close to the sea. Certified for application parallel to the grain and with reduced minimum distances.

THE HIGHEST PERFORMANCE The strength and robustness of a VGZ combined with the best anti-corrosion performance.

TIMBER | VGZ EVO C5 | 153

VGZ HARDWOOD

ETA-11/0030

UKTA-0836 22/6195

ETA-11/0030

FULLY THREADED SCREW FOR HARDWOODS HARDWOOD CERTIFICATION Special tip with diamond geometry and notched, serrated thread. ETA11/0030 certification for use with high-density wood without pre-drilling hole or with an appropriate pilot hole. Approved for structural applications subject to stresses in any direction vs the grain (0° ÷ 90°).

HYBRID SOFTWOOD-HARDWOOD The high-strength steel and the increased screw diameter allow excellent tensile and torsional performance to be achieved, thus ensuring safe screwing in high-density wood.

INCREASED DIAMETER Deep thread and high resistance steel for excellent tensile performance. Characteristics that, together with an excellent torsional moment value, guarantee screwing in the highest densities of wood.

CYLINDRICAL HEAD Ideal for concealed joints, timber couplings and structural reinforcements. Improved performance in fire conditions compared to countersunk head.

BIT INCLUDED

DIAMETER [mm]

LENGTH [mm]

8 140

11 440

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

ELECTRO PLATED

1000

electrogalvanized carbon steel

FIELDS OF USE • • • • •

timber based panels solid timber and glulam CLT and LVL high density woods hybrid engineered timbers (softwood-hardwood) • beech, oak, cypress, ash, eucalyptus, bamboo

154 | VGZ HARDWOOD | TIMBER

HARDWOOD PERFORMANCE Geometry developed for high performance and use without pre-drilling on structural woods such as beech, oak, cypress, ash, eucalyptus, bamboo.

BEECH LVL Values also tested, certified and calculated for high density woods such as beechwood Microllam® LVL. Certified for use for densities of up to 800 kg/m3.

TIMBER | VGZ HARDWOOD | 155

CODES AND DIMENSIONS d1

CODE

[mm]

VGZH6140

140

130

VGZH8200

200

190

VGZH6180

180

170

VGZH8240

240

230

VGZH8280

280

270

VGZH8320

320

310

[mm]

6 TX30

pcs

CODE

[mm]

pcs

VGZH6220

220

210

VGZH6260

260

250

VGZH6280

280

270

VGZH8360

360

350

VGZH6320

320

310

VGZH8400

400

390

VGZH6420

420

410

VGZH8440

440

430

8 TX 40

NOTES: upon request, EVO version is available.

GEOMETRY AND MECHANICAL CHARACTERISTICS

d2 d1

b L

GEOMETRY Nominal diameter

[mm]

Head diameter

[mm]

9,50

11,50

Thread diameter

[mm]

4,50

5,90

Pre-drilling hole diameter(1)

dV,S

[mm]

4,0

5,0

Pre-drilling hole diameter(2)

dV,H

[mm]

4,0

6,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

Tensile strength

ftens,k

[kN]

18,0

38,0

Yield strength

fy,k

[N/mm2]

1000

Yield moment

My,k

[Nm]

15,8

33,4

softwood (softwood)

oak, beech (hardwood)

ash (hardwood)

beech LVL (Beech LVL)

11,7

22,0

30,0

42,0

Withdrawal resistance parameter

fax,k

[N/mm2]

Associated density

ρa

[kg/m3]

350

530

730

Calculation density

ρk

[kg/m3]

≤ 440

≤ 590

590 ÷ 750

For applications with different materials please see ETA-11/0030.

156 | VGZ HARDWOOD | TIMBER

MINIMUM DISTANCES FOR AXIAL STRESSES screws inserted WITH and WITHOUT pre-drilled hole d1

[mm]

5∙d

a2 a2,LIM

[mm]

5∙d

[mm]

2,5∙d

a1,CG

[mm]

10∙d

a2,CG

[mm]

4∙d

aCROSS [mm]

1,5∙d

SCREWS UNDER TENSION INSERTED WITH AN ANGLE α WITH RESPECT TO THE GRAIN a2,CG a2,CG

a2,CG a2 a2,CG

a2,CG

a2,CG a1,CG

a1,CG

a2,CG a1,CG

plan

front

plan

SCREWS INSERTED WITH α = 90° ANGLE WITH RESPECT TO THE GRAIN

front

CROSS SCREWS INSERTED WITH AN ANGLE α WITH RESPECT TO THE GRAIN

a2,CG

45°

a2 a2,CG

a2,CG a1,CG

aCROSS a2,CG

a1 a1,CG

plan

front

plan

front

NOTES • Minimum distances according to ETA-11/0030. • The minimum distances are independent of the insertion angle of the connector and the angle of the force with respect to the grain.

• The axial distance a2 can be reduced down to a2,LIM if for each connector a “joint surface” a1 a2 = 25 d1 2 is maintained.

EFFECTIVE THREAD USED IN CALCULATION 10

Tol.

b L

b = S g,tot = L - 10 mm

represents the entire length of the threaded part

S g = (L - 10 mm - 10 mm - Tol.)/ 2

represents the partial length of the threaded part net of a laying tolerance (Tol.) of 10 mm

TIMBER | VGZ HARDWOOD | 157

MINIMUM DISTANCES FOR SHEAR LOADS | TIMBER ρk > 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

5∙d

a3,t

[mm]

15∙d

105

135

a3,c [mm]

10∙d

a4,t

[mm]

5∙d

a4,c [mm]

5∙d

12∙d

α=90°

[mm]

108

132

[mm]

5∙d

165

a3,t

[mm]

10∙d

110

a3,c [mm]

10∙d

110

a4,t

[mm]

10∙d

110

a4,c [mm]

5∙d

α = load-to-grain angle d = d1 = nominal screw diameter

screws inserted WITH pre-drilled hole

α=0°

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c [mm]

7∙d

a4,t

[mm]

3∙d

a4,c [mm]

3∙d

5∙d

[mm]

4∙d

[mm]

4∙d

108

132

a3,t

[mm]

7∙d

a3,c [mm]

7∙d

a4,t

[mm]

7∙d

a4,c [mm]

3∙d

α=90° 7

α = load-to-grain angle d = d1 = nominal screw diameter

stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

F a4,c

a3,c

NOTES • The minimum distances are in accordance with the EN 1995:2014 standard, according to ETA-11/0030, considering a timber characteristic density of 420 < ρk ≤ 500 kg/m3.

• The minimum spacing for all panel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,85.

158 | VGZ HARDWOOD | TIMBER

Ref,V,k

a1 a1

STRUCTURAL VALUES | TIMBER(SOFTWOOD)

CHARACTERISTIC VALUES EN 1995:2014 TENSION

total thread withdrawal

partial thread withdrawal

geometry ε=90°

ε=0°

ε=90°

ε=0°

estrazione filetto parziale

steel tension

Sg L

Sg,tot Sg

S g,tot

A min

Rax,90,k

Rax,0,k

A min

Rax,90,k

Rax,0,k

Rtens,k

[mm]

[kN]

[mm]

[kN]

140 180 220 260 280 320 420 200 240 280 320 360 400 440

130 170 210 250 270 310 410 190 230 270 310 350 390 430

150 190 230 270 290 330 430 210 250 290 330 370 410 450

9,85 12,88 15,91 18,94 20,46 23,49 31,06 19,19 23,23 27,27 31,31 35,36 39,40 43,44

2,95 3,86 4,77 5,68 6,14 7,05 9,32 5,76 6,97 8,18 9,39 10,61 11,82 13,03

55 75 95 115 125 145 195 85 105 125 145 165 185 205

75 95 115 135 145 165 215 105 125 145 165 185 205 225

4,17 5,68 7,20 8,71 9,47 10,99 14,77 8,59 10,61 12,63 14,65 16,67 18,69 20,71

1,25 1,70 2,16 2,61 2,84 3,30 4,43 2,58 3,18 3,79 4,39 5,00 5,61 6,21

18,00

32,00

ε = screw-to-grain angle SLIDING geometry

timber-to-timber

steel tension

45°

timber-to-timber

45°

timber-to-timber ε=90°

timber-to-timber ε=0°

RV,0,k

SHEAR

B d1

Bmin

[mm]

140 180 220 260 280 320 420 200 240 280 320 360 400 440

55 75 95 115 125 145 195 85 105 125 145 165 185 205

55 70 85 95 105 120 155 75 90 105 120 130 145 160

RV,k

Rtens,45,k

RV,90,k

[mm]

[kN]

[mm]

[kN]

70 85 100 110 120 135 170 90 105 120 135 145 160 175

2,95 4,02 5,09 6,16 6,70 7,77 10,45 6,07 7,50 8,93 10,36 11,79 13,21 14,64

55 75 95 115 125 145 195 85 105 125 145 165 185 205

70 90 110 130 140 160 210 100 120 140 160 180 200 220

3,19 3,57 3,95 4,30 4,30 4,30 4,30 5,60 6,11 6,61 6,92 6,92 6,92 6,92

1,80 2,05 2,17 2,28 2,34 2,45 2,73 3,17 3,41 3,56 3,71 3,86 4,02 4,17

12,73

22,63

ε = screw-to-grain angle NOTES and GENERAL PRINCIPLES on page 163.

TIMBER | VGZ HARDWOOD | 159

STRUCTURAL VALUES | HARDWOOD

CHARACTERISTIC VALUES EN 1995:2014 TENSION

total thread withdrawal

partial thread withdrawal

geometry ε=90°

ε=0°

ε=90°

ε=0°

estrazione filetto parziale

steel tension

Sg Sg,tot

S g,tot

A min

Rax,90,k

Rax,0,k

A min

Rax,90,k

Rax,0,k

Rtens,k

[mm]

[kN]

[mm]

[kN]

140

130

150

17,68

5,30

7,48

2,24

180

170

190

23,11

6,93

10,20

3,06

220

210

230

28,55

8,57

115

12,92

3,88

260

250

270

33,99

10,20

115

135

15,64

4,69

280

270

290

36,71

11,01

125

145

17,00

5,10

320

310

330

42,15

12,65

145

165

19,72

5,91

200

190

210

34,45

10,33

105

15,41

4,62

240

230

250

41,70

12,51

105

125

19,04

5,71

280

270

290

48,95

14,68

125

145

22,66

6,80

320

310

330

56,20

16,86

145

165

26,29

7,89

360

350

370

63,45

19,04

165

185

29,91

8,97

18,00

32,00

ε = screw-to-grain angle SLIDING geometry

hardwood-hardwood

steel tension

45°

hardwood-hardwood ε=90°

hardwood-hardwood ε=0°

RV,0,k

SHEAR

B d1

Bmin

[mm]

140

180

RV,k

Rtens,45,k

RV,90,k

[mm]

[kN]

[mm]

[kN]

5,29

4,44

2,50

7,21

5,12

2,71

220

100

9,13

260

115

110

11,06

110

5,14

2,91

115

130

5,14

3,12

280

125

105

120

320

145

120

135

12,02

125

140

5,14

3,22

13,94

145

160

5,14

3,42

12,73

200

10,90

100

7,99

4,28

240

105

13,46

105

120

8,27

4,55

280

125

105

120

16,02

125

140

8,27

4,82

320

145

120

135

18,59

145

160

8,27

5,10

360

165

130

145

21,15

165

180

8,27

5,37

ε = screw-to-grain angle NOTES and GENERAL PRINCIPLES on page 163.

160 | VGZ HARDWOOD | TIMBER

22,63

STRUCTURAL VALUES | BEECH LVL

CHARACTERISTIC VALUES EN 1995:2014 TENSION total thread withdrawal

geometry

steel tension wide

edge

Sg,tot

d1 [mm]

L [mm] 140 180 220 260 280 320 420 200 240 280 320 360 400 440

S g,tot [mm] 130 170 210 250 270 310 410 190 230 270 310 350 390 430

without pre-drilled hole Rax,90,k [kN] 32,76 42,84 52,92 63,00 68,04 78,12 63,84 77,28 90,72 104,16 117,60 -

A min [mm] 150 190 230 270 290 330 430 210 250 290 330 370 410 450

with pre-drilled hole Rax,90,k [kN] 22,62 29,58 36,54 43,50 46,98 53,94 71,34 44,08 53,36 62,64 71,92 81,20 90,48 99,76

without pre-drilled hole Rax,0,k [kN] 21,84 28,56 35,28 42,00 45,36 52,08 42,56 51,52 60,48 69,44 78,40 -

with pre-drilled hole Rax,0,k [kN] 15,08 19,72 24,36 29,00 31,32 35,96 47,56 29,39 35,57 41,76 47,95 54,13 60,32 66,51

Rtens,k [kN]

18,00

32,00

TENSION partial thread withdrawal geometry

steel tension wide

edge

estrazione filetto parziale

Sg L Sg

d1 [mm]

L [mm] 140 180 220 260 280 320 420 200 240 280 320 360 400 440

Sg [mm] 55 75 95 115 125 145 195 85 105 125 145 165 185 205

A min [mm] 75 95 115 135 145 165 215 105 125 145 165 185 205 225

without pre-drilled hole Rax,90,k [kN] 13,86 18,90 23,94 28,98 31,50 36,54 28,56 35,28 42,00 48,72 55,44 -

with pre-drilled hole Rax,90,k [kN] 9,57 13,05 16,53 20,01 21,75 25,23 33,93 19,72 24,36 29,00 33,64 38,28 42,92 47,56

without pre-drilled hole Rax,0,k [kN] 9,24 12,60 15,96 19,32 21,00 24,36 19,04 23,52 28,00 32,48 36,96 -

with pre-drilled hole Rax,0,k [kN] 6,38 8,70 11,02 13,34 14,50 16,82 22,62 13,15 16,24 19,33 22,43 25,52 28,61 31,71

Rtens,k [kN]

18,00

32,00

NOTES and GENERAL PRINCIPLES on page 163.

TIMBER | VGZ HARDWOOD | 161

STRUCTURAL VALUES | BEECH LVL

CHARACTERISTIC VALUES EN 1995:2014

SLIDING geometry

SHEAR

beech LVL-beech LVL

45°

beech LVL-beech LVL

45°

steel tension

B d1

d1 [mm]

L Sg A Bmin [mm] [mm] [mm] [mm] 140 55 55 70 180 75 70 85 220 95 85 100 260 115 95 110 280 125 105 120 320 145 120 135 420 195 155 170 200 85 75 90 240 105 90 105 280 125 105 120 320 145 120 135 360 165 130 145 400 185 145 160 440 205 160 175

without pre-drilled hole RV,k [kN] 7,84 10,69 13,54 16,39 17,82 20,67 16,16 19,96 23,76 27,56 31,36 -

with pre-drilled hole RV,k [kN] 5,41 7,38 9,35 11,32 12,30 14,27 19,19 11,16 13,78 16,40 19,03 21,65 24,28 26,90

Rtens,45,k [kN]

Sg A [mm] [mm] 55 70 75 90 95 110 115 130 125 140 145 160 195 210 85 100 105 120 125 140 145 160 165 180 185 200 205 220

12,73

22,63

without pre-drilled hole RV,90,k [kN] 6,77 6,77 6,77 6,77 6,77 6,77 11,13 11,13 11,13 11,13 11,13 -

with pre-drilled hole RV,90,k [kN] 5,78 6,65 6,77 6,77 6,77 6,77 6,77 10,50 11,13 11,13 11,13 11,13 11,13 11,13

STRUCTURAL VALUES | HYBRID CONNECTIONS SLIDING geometry

timber-beech LVL

timber-hardwood

A L

45°

steel tension

45°

S g,A

S g,B

Bmin

RV,k

S g,A

S g,B

Bmin

RV,k

Rtens,45,k

[mm]

[kN]

[mm]

[kN]

140 180 220 260 280 320 420 200 240 280 320 360 400 440

70 110 130 170 170 205 305 120 150 180 210 235 265 305

65 90 105 135 135 160 230 100 120 140 160 180 200 230

40 40 60 60 80 85 85 50 60 70 80 95 105 105

45 45 60 60 75 75 75 50 60 65 75 85 90 90

3,75 5,83 6,96 8,74 9,11 10,98 12,38 8,57 10,71 12,86 15,00 16,79 18,93 20,39

65 95 125 150 160 185 270 110 135 160 185 210 250 265

60 80 100 120 125 145 205 90 110 125 145 160 190 200

45 55 65 80 90 105 120 60 75 90 105 120 120 145

50 55 65 75 80 90 100 60 70 80 90 100 100 120

3,21 4,23 5,00 6,15 6,70 7,77 9,23 6,15 7,69 8,93 10,36 11,43 12,31 14,29

NOTES and GENERAL PRINCIPLES on page 163.

162 | VGZ HARDWOOD | TIMBER

12,73

22,63

STRUCTURAL VALUES GENERAL PRINCIPLES

NOTES | HARDWOOD

• Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector.

• The tensile design strength of the connector is the lower between the timber-side design strength (Rax,d) and the steel-side design strength (Rtens,d).

Rax,d = min

Rax,k kmod γM Rtens,k γM2

• The design sliding strength of the joint is either the timber-side design strength (RV,d) and the design strength on the steel side projected at 45°. (Rtens,45,d), whichever is lower:

RV,d = min

RV,k kmod γM Rtens,45,k γM2

• The design shear strength of the connector is obtained from the characteristic value as follows:

RV,d =

RV,k kmod γM

• The characteristic sliding strengths were evaluated by considering an angle ε of 45° between the grains of the timber element and the connector. • The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector. • The characteristic strength are calculated for screws inserted without pre-drilling hole. • For the calculation process a mass density equal to ρk = 550 kg/m3 has been considered for hardwood (oak) elements. • Screws longer than the maximum value in the table do not comply with the installation requirements and are therefore not reported.

NOTES | BEECH LVL • The characteristic sliding strengths were evaluated by considering, for individual timber elements, a 45° angle between the connector and the grain and a 45° angle between the connector and the side face of the LVL element. • The characteristic shear strengths were evaluated by considering, for individual timber elements, a 90° angle between the connector and the grain, a 90° angle between the connector and the side face of the LVL element and a 0° angle between the force and the grain. • For the calculation process a mass density equal to ρk = 730 kg/m3 has been considered for LVL beech elements. • The characteristic strength are calculated for screws inserted without and with pre-drilling hole. • Screws longer than the maximum value in the table do not comply with the installation requirements and are therefore not reported.

• A suitable pilot hole may be required for the insertion of some connectors. For further details please see ETA-11/0030.

NOTES | HYBRID

• The characteristic thread withdrawal strengths were evaluated considering a penetration length of Sg,TOT or Sg, as shown in the table. For intermediate values of Sg it is possible to linearly interpolate.

• The shear srength and sliding values were evaluated considering the centre of gravity of the connector placed in correspondence with the shear plane, unless otherwise specified.

• The characteristic strength are calculated for screws inserted without pre-drilling hole.

• Connectors instability must be verified separately.

• The geometry of the connection is designed to ensure balanced strengths between the two timber elements.

NOTES | TIMBER • The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector. • The characteristic sliding strengths were evaluated by considering an angle ε of 45° between the grains of the timber element and the connector. • The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength values in the table can be converted by the kdens coefficient (see page 127).

TIMBER | VGZ HARDWOOD | 163

VGS

ETA-11/0030

UKTA-0836 22/6195

AC233 ESR-4645

ETA-11/0030

FULLY THREADED SCREW WITH COUNTERSUNK OR HEXAGONAL HEAD 3 THORNS TIP Thanks to the 3 THORNS tip, minimum installation distances are reduced. More screws can be used in less space and larger screws in smaller elements. Costs and time for project implementation are reduced.

CERTIFICATION FOR TIMBER AND CONCRETE Structural connector approved for timber applications according to ETA-11/0030 and for timber-concrete applications according to ETA-22/0806.

TENSILE STRENGTH Deep thread and high strength steel for excellent tensile or sliding performance. Approved for structural applications subject to stresses in any direction vs the grain (0° ÷ 90°). Can be used on steel plates in combination with the VGU and HUS washers.

COUNTERSUNK OR HEXAGONAL HEAD Countersunk head up to L = 600 mm, ideal for use on plates or for concealed reinforcements. Hexagonal head L > 600 mm to facilitate gripping with screwdriver.

BIT INCLUDED

LENGTH [mm]

80 80

2000 2000

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

S X

TORQUE LIMITER

electrogalvanized carbon steel

ELECTRO PLATED

MATERIAL

Mins,rec Mins,rec

FIELDS OF USE • • • • •

164 | VGS | TIMBER

timber based panels solid timber glulam (Glued Laminated Timber) CLT and LVL high density woods

X S

Mins,rec

METAL-to-TIMBER recommended use:

WOOD CORROSIVITY

15 15

9 9

DIAMETER [mm]

TC FUSION The ETA-22/0806 approval of the TC FUSION system allows the VGS screws to be used together with the reinforcements in the concrete so that the panel floor slabs and the bracing core can be bonded together with a small integration of the casting.

TIMBER | VGS | 165

GEOMETRY AND MECHANICAL CHARACTERISTICS L ≤ 520 mm

45°

d2 d1 90° SW

45°

b L

XXX

45°

90°

VGS

b L

45°

Nominal diameter

b L

90°

VGS

XXX

d2 d 1

XXX

d2 d 1

90°

VGS

XXX

VGS

XXX

VGS

L > 600 mm tS XXX

XXX

90°

t 1 tS

90° 90°

45°

VGS Ø15 VGS

VGS VGS

VGS

XXX

b L

dKdK

90°

VGS

XXX

VGS

b L

XXX

dK90° d d1

90°

L > 600 mm

XXX

45°

t1 t1

t1 XXX XXX

90°

XXX

VGS

XXX

VGS

t1 XXX

XXX

90°

SW 45°

250 mm < L ≤ 600 mm

L ≤ 250 mm t1

90° d2 d1 SW

45°

b L

VGS Ø13 t1

90° 90°

VGS

b L

dKdK

90°

VGS VGS

VGS

XXX

VGS

XXX

dK90° d d1

t 1 tS XXX

b L

L > 600 mm

t1 t1 XXX XXX

90°

VGS

XXX

SW 45°

250 mm < L ≤ 600 mm

t1 XXX

VGS

t1 XXX

XXX

90°

45° b L

L ≤ 250 mm t1

90°

45°

b L

VGS Ø11 t1

d1 90° d2 90°

VGS

45°

b L

90°

VGS VGS

VGS

t1 dK

XXX

90°

t1 t1 dKdK

XXX

45°

dKd

XXX XXX

90° 90°

L > 520 mm

t1 XXX

XXX

VGS

XXX

VGS

VGS Ø9 t1

90°

b L

[mm]

45°

b L

Length

[mm]

≤ 600 mm

> 600 mm

≤ 600 mm

> 600 mm

Countersunk head diameter

[mm]

16,00

19,30

22,00

Countersunk head thickness

[mm]

6,50

8,20

9,40

Wrench size

SW 17

SW 19

SW22 8,80

Hexagonal head thickness

[mm]

6,40

7,50

Thread diameter

[mm]

5,90

6,60

8,00

9,10

Pre-drilling hole diameter(1)

dV,S

[mm]

5,0

6,0

8,0

9,00

Pre-drilling hole diameter(2)

dV,H

[mm]

6,0

7,0

9,0

10,00

ftens,k [kN]

25,4

38,0

53,0

65,0

My,k

[Nm]

27,2

45,9

70,9

95,0

fy,k

[N/mm2]

1000

Characteristic tensile strength Characteristic yield moment Characteristic yield strength

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

The mechanical parameters for VGS Ø15 are obtained analytically and validated by experimental tests.

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

11,7

15,0

29,0

Withdrawal resistance parameter

fax,k

[N/mm2]

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

TC FUSION SYSTEM FOR TIMBER-CONCRETE APPLICATION Nominal diameter

[mm]

Tangential strength of adhesion in concrete C25/30

fb,k

[N/mm2]

12,5

For applications with different materials please see ETA-22/0806

166 | VGS | TIMBER

CODES AND DIMENSIONS b

[mm]

100

VGS1380

VGS9120

120

110

VGS13100

100

pcs

70 tS

VGS9140

140

130

VGS13150

150

XXX

140

VGS9160

160

150

VGS13200

SW 200

190

250

240

VGS

XXX

180

170

VGS9200

200

190

280

220

210

VGS13300 13 TX 50 VGS13350

300

VGS9220

350

330

VGS9240

240

230

VGS13400

400

380

VGS9260

260

250

VGS13450

450

430

VGS9280 9 VGS9300 TX40 VGS9320

280

270

300

290

320

310

VGS9340

340

330

VGS13650

VGS9360

360

350

VGS13700

VGS

45°

VGS

VGS13500

500

480

VGS13550

550 b

530

VGS13600

580

650

630

700

680

600

VGS9380

380

370

VGS13750

750

730

400

390

VGS13800

800

780

VGS9440

440

430

VGS13850

850

830

VGS13900 13 90° VGS13950 SW 19 t TX 50 45° VGS131000

900

880

950

930

1000b

980

25 SW

VGS131100

1100

1080

VGS131200

b 1200 L

1180

560

SW 550

VGS1180

80 L

VGS11100 VGS11125

90°

VGS

45°

100

VGS131300

1300

1280

125

115

VGS131400

1400

1380

140

175

165

200

190

90°

VGS

150

VGS

90° 45°

45°

tS VGS

t1 dK

d2 d1

VGS131500

1500

1480

VGS15600

600

580

VGS15700

b 700 L

680

225

215

VGS15800

800

780

VGS11250

250

240

VGS15900

900

880

VGS11275

275

265

1000

980

VGS11300

300

290

VGS11325

11 TX 50 VGS11350

325

315

15 VGS151000 90° SW 21 VGS151200 TX 50 45° VGS151400

350

340

VGS11375

375

365

VGS11400

400

390

VGS11425

425

415

VGS11450

450

440

VGS11475

475

465

VGS11500

500

490

VGS11525

525

515

VGS11550

550

540

VGS11575

575

565

VGS11600

600

590

VGS11650

650

630

TORQUE LIMITER TORQUE LIMITER

780

850

830

880

VGS

XXX

900L

VGS11950

950

930

VGS111000

1000

980

VGS

VGS151600

1600

1580

VGS151800

1800

1780

VGS152000

2000

1980

d2 d1

RELATED PRODUCTS

JIG VGU page 409

176 | VGS | TIMBER

LEWIS page 414

CATCH page 408

TORQUE LIMITER page 408

B 13 B page 405

INSTALLATION SUGGESTIONS LONG SCREWS

VGS + VGU

Thanks to CATCH, even longer screws can be screwed on quickly and safely without the risk of the bit slipping. Can be combined with TORQUE LIMITER.

The JIG VGU template makes it easy to prepare a 45° angle pre-drill, thus facilitating subsequent tightening of the VGS screws inside the washer. A pre-drill length of at least 20 mm is recommended.

To ensure control of the applied torque, the correct TORQUE LIMITER model must be used depending on the chosen connector.

VGS +WASPL

Insert the screw so that the head protrudes 15 mm and engage the WASPL hook.

After lifting, the WASPL hook releases quickly and easily ready for use again.

IMPORTANCE OF THE PILOT HOLE

pilot hole

insertion with pilot hole

insertion without pilot hole

Deviation of the screw from the direction of screwing often occurs during installation. This phenomenon is linked to the very conformation of the wood material, which is inhomogeneous and non-uniform, e.g. due to the localised presence of knots or physical properties dependent on grain direction. The operator's skill also plays an important role. The use of pilot holes facilitates the insertion of screws, particularly long ones, allowing a very precise insertion direction.

TIMBER | VGS | 177

INSTALLATION INSTRUCTIONS

S X

X X

G V

X S

α V

In the case of installation of screws used in timber-to-timber (softwood) structural connections, a pulse screw gun/screwdriver can also be used.

Respect the insertion angle with the help of a pilot hole and/or installation template.

In general, it is recommended to install the connector in a single operation, without stopping and restarting which could create additional stress in the screw.

Do not hammer the screw tips into the timber. The screw cannot be reused.

STEEL-TO-TIMBER APPLICATION

S G

S X

Ø11

L < 400 mm X

S X

510

Ø11

L ≥ 400 mm

Ø13

G V

G X

X S

X X

After installation, the fasteners can be inspected using a torque wrench.

Ensure correct tightening. We recommend the use of torque-controlled screwdrivers, e.g. with TORQUE LIMITER. Alternatively, tighten with a torque wrench.

The use of pulse screw guns/impact wrenches is not permitted.

S G

X X

The installation of multiple screws must be performed to guarantee that loads are distributed evenly to all fasteners.

Shrinkage or swelling of timber elements due to changes in moisture content must be avoided.

SHAPED PLATE

Avoid dimensional changes in the metal, e.g. due to large temperature fluctuations.

WASHERS

Avoid bending.

Cylindrical hole.

178 | VGS | TIMBER

Countersunk hole.

Inclined countersunk hole.

Cylindrical hole with countersunk washer HUS.

Mins

X S

Ø9

Mins,rec

[Nm]

[mm]

Mins,rec

Mins

VGS

2 3 45 1 6 12 7 11 8 10 9

Slotted hole with VGU washer.

APPLICATION EXAMPLES: REINFORCEMENT

TAPERED BEAMS apex tension reinforcement perpendicular to grain

HANGING LOAD tension reinforcement perpendicular to grain

front

section

NOTCH tension reinforcement perpendicular to grain

front

section

SUPPORT compression reinforcement perpendicular to grain

plan

section

TIMBER | VGS | 179

VGS EVO

ETA-11/0030

UKTA-0836 22/6195

AC233 | AC257 ESR-4645

ETA-11/0030

FULLY THREADED SCREW WITH COUNTERSUNK OR HEXAGONAL HEAD C4 EVO COATING Surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure test, as per ISO 9227. Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

STRUCTURAL APPLICATIONS Approved for structural applications subject to stresses in any direction vs the grain (0° - 90°). Safety certified by numerous tests carried out for any direction of insertion. Cyclical SEISMIC-REV tests according to EN 12512. Countersunk head up to L = 600 mm, ideal for use on plates or for concealed reinforcements.

AUTOCLAVE-TREATED TIMBER The C4 EVO coating has been certified according to US acceptance criterion AC257 for outdoor use with ACQ-treated timber.

3 THORNS TIP Thanks to the 3 THORNS tip, minimum installation distances are reduced. More screws can be used in less space and larger screws in smaller elements.

BIT INCLUDED

LENGTH [mm]

800

2000

100

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

V V

180 | VGS EVO | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods ACQ, CCA treated timber

FIELDS OF USE • • • • •

S X

TORQUE LIMITER

carbon steel with C4 EVO coating

EVO COATING

MATERIAL

Mins,rec Mins,rec

X S

Mins,rec

METAL-to-TIMBER recommended use:

WOOD CORROSIVITY

9 9

DIAMETER [mm]

OUTDOOR STRUCTURAL PERFORMANCE Ideal for fastening timber framed panels and trusses (Rafter, Truss). Values also tested, certified and calculated for high density woods. Ideal for fastening timber-framed panels and lattice beams (Rafter, Truss).

CLT & LVL Values also tested, certified and calculated for CLT and high density woods such as Microllam® LVL.

TIMBER | VGS EVO | 181

CODES AND DIMENSIONS

240

230

XXX

310

VGSEVO9360

360

350

190

250

240

VGS

200

90°

290

350

340

45°

XXX

400

390

VGSEVO11500

500

490

VGSEVO11600

600

590

VGS

XXX

45°

t1 dK

d2 d190°

580

90°

90° 45°

25 tS

700

680

800

780

25 SW

b L

VGS

t1 dK

d2 d1

90°

d2 d 1

RELATED PRODUCTS

pcs

[mm]

VGSEVO9200C5

200

190

VGSEVO9240C5

9 VGSEVO9280C5 TX 40 VGSEVO9320C5

240

230

280

270

320

310

VGSEVO9360C5

360

350

VGU EVO page 190

TORQUE LIMITER page 408

GEOMETRY AND MECHANICAL CHARACTERISTICS

d2 d1

XXX

90°

VGS

b L

45°

GEOMETRY Nominal diameter

[mm]

Countersunk head diameter Countersunk head thickness

[mm]

16,00

[mm]

6,50

Thread diameter

[mm]

5,90

Pre-drilling hole diameter(1)

dV,S

[mm]

5,0

Pre-drilling hole diameter(2)

dV,H

[mm]

6,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

Tensile strength

ftens,k

[kN]

25,4

Yield moment

My,k

[Nm]

27,2

fy,k

[N/mm2]

1000

Yield strength

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

11,7

15,0

29,0

Withdrawal resistance parameter

fax,k

[N/mm2]

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

HYBRID STEEL-TIMBER STRUCTURES VGS EVO C5 is the ideal solution for steel structures where high-strength ad hoc connections are required, particularly in adverse climatic contexts such as the marine environment.

SWELLING OF TIMBER The application of VGS EVO C5 in combination with polymeric interlayers such as XYLOFON WASHER gives the joint a certain adaptability to mitigate stresses resulting from shrinkage/ swelling of the wood.

TIMBER | VGS EVO C5 | 187

VGS A4

AC233 ESR-4645

ETA-11/0030

FULL THREAD CONNECTOR WITH COUNTERSUNK HEAD A4 | AISI316 A4 | AISI316 austenitic stainless steel for high corrosion resistance. Ideal for environments adjacent to the sea in corrosivity class C5 and for insertion on the most aggressive timbers in class T5.

T5 TIMBER CORROSIVITY Suitable for use in applications on agressive woods with an acidity (pH) level below 4 such as oak, Douglas fir and chestnut, and in wood moisture conditions above 20%.

BIT INCLUDED

LENGTH [mm] 9 9

DIAMETER [mm] 80

100

600

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T2

T1 V

S X

MATERIAL

TORQUE LIMITER

METAL-to-TIMBER recommended use:

Mins,rec

Mins,rec Mins,rec

AISI 316

A4 | AISI316 austenitic stainless steel (CRC III)

FIELDS OF USE • • • •

188 | VGS A4 | TIMBER

timber based panels solid timber and glulam CLT and LVL ACQ, CCA treated timber

2000

[mm]

VGS9120A4

120

110

VGS9160A4

160

150

VGS9200A4

200

190 230

280

270

VGS9320A4

320

310

45° VGS9360A4

360 b

350

VGS11100A4

100

VGS11150A4

150

140

VGS11200A4

200

190

VGS11250A4

250

240

300

290

350

340

500 b

490

600

590

VGS VGS

VGS11500A4 VGS11600A4

VGS

VGS VGS

390

b L

page 409

t1 dK

90°

TEMPLATE FOR 45° SCREWS

d2 d1

90° 45°

b L

TORQUE LIMITER

TORQUE LIMITER t1

t1 dK

d2 d 1 90°

XXX

400

JIG VGZd 45° d

90° 45°

45°

b L t1

d2 d 1 90°

XXX

VGS11400A4

XXX

90°

XXX

d2 d1

XXX

25 dK

page 68

90° 45°

XXX

90°

XXX

90°

t1 XXX

240

11 VGS11300A4 TX 50 t VGS11350A4

9 VGS9240A4 TX 40 t VGS9280A4 1

XXX

HUS A4 TURNED WASHER

VGS

[mm]

pcs

VGS

CODE

RELATED PRODUCTS

VGS

XXX

page 408 d d

90°

45°

b L

GEOMETRY

45°

b L

Head diameter Head thickness

d1 90° d2 90°

t1 dK

45°

VGS Ø11 L

L ≤ 250 mm

Nominal diameter

VGS

90°

VGS

d2 ddK 1

90°

t1 XXX

45°

XXX

90°

t1 XXX

240 mm < L ≤ 360 mm

t1 XXX

90°

VGS Ø9

L ≤ 240 mm t1

t1 XXX

XXX

t1 XXX

VGS

GS A4

VGS Ø9

VGS

VGS Ø9-Ø11

XXX

CODES AND DIMENSIONS

90° b L

VGS Ø11

45°

250 mm < L ≤ 600 mm

[mm]

16,00

19,30

[mm]

6,50

8,20

Thread diameter

[mm]

5,90

6,60

Pre-drilling hole diameter(1)

dV,S

[mm]

5,0

6,0

(1) Pre-drilling valid for softwood.

For the mechanical parameters please see ETA-11/0030.

HYBRID STEEL-TIMBER STRUCTURES Ideal for steel structures where high-strength customised connections are required, particularly in adverse climatic contexts such as the marine environment and acidic woods.

SWELLING OF TIMBER Application in combination with polymeric interlayers such as XYLOFON WASHER gives the joint a certain adaptability to mitigate stresses resulting from shrinkage/swelling of the wood.

TIMBER | VGS A4 | 189

VGU

ETA-11/0030

UKTA-0836 22/6195

AC233 ESR-4645

ETA-11/0030

45° WASHER FOR VGS SAFETY The VGU washer makes possible to install VGS screws at a 45° angle on steel plates. Washer marked CE as per ETA-11/0030.

PRACTICALITY The ergonomic shape ensures a firm, precise grip during installation. Three versions of washer, compatible with VGS in diameter 9, 11 and 13 mm, are available for plates of variable thickness. The use of the VGU allows the use of inclined screws on plate without resorting to countersunk holes on the plate, which is generally a time-consuming and costly operation.

VGU

C4 EVO COATING VGU EVO is coated with a surface treatment resistant to high atmospheric corrosivity. Compatible with VGS EVO diameter 9, 11 and 13 mm.

VGU EVO

S X

G G

SC4 T2 C3

SC3 T1 C2

SC2 C1

T3 C4

T4 C5

Scan the QR Code and watch T5the video on our YouTube channel

TORQUE LIMITER

SC1

electrogalvanized carbon steel

ELECTRO PLATED

MATERIAL

9 9

DIAMETER [mm]

Mins,rec Mins,rec

VIDEO

EVO COATING

carbon steel with C4 EVO coating

SC1 C1

SC2 C2

SC3 T1 C3

SC4 T2 C4

T3 C5

FIELDS OF USE • • • • • • •

190 | VGU | TIMBER

timber based panels solid timber glulam (Glued Laminated Timber) CLT and LVL high density woods steel construction metal plates and profiles

Mins,rec

METAL-to-TIMBER recommended use:

CODES AND DIMENSIONS VGU WASHER

VGU EVO WASHER

CODE

screw

dV,S

pcs

CODE

[mm]

VGU945

VGS Ø9

VGU1145 VGU1345

screw

dV,S

[mm]

VGUEVO945

VGSEVO Ø9

VGS Ø11

VGUEVO1145 VGSEVO Ø11

VGS Ø13

VGUEVO1345 VGSEVO Ø13

dV,S = pre-drilling hole diameter (softwood)

JIG VGU TEMPLATE

HSS WOOD DRILL BIT

CODE

washer

pcs

[mm]

[mm] [mm]

JIGVGU945

VGU945

5,5

F1599105

JIGVGU1145

VGU1145

6,5

JIGVGU1345

VGU1345

8,5

CODE

pcs

[mm]

150

100

F1599106

150

100

F1599108

150

100

LE LT

For more information see page 409.

GEOMETRY LF

D2 D1

h SPLATE

Washer

VGU945 VGUEVO945

VGU1145 VGUEVO1145

VGU1345 VGUEVO1345

9,0

11,0

13,0

[mm]

VGS screw pre-drilling hole diameter(1)

dV,S

[mm]

5,0

6,0

8,0

Internal diameter

[mm]

9,70

11,80

14,00 27,40

VGS screw diameter

External diameter

[mm]

19,00

23,00

Base heigth

[mm]

3,00

3,60

4,30

Global heigth

[mm]

23,00

28,00

33,00

Slotted-hole length

[mm]

33,0 ÷ 34,0

41,0 ÷ 42,0

49,0 ÷ 50,0

Slotted-hole width

[mm]

14,0 ÷ 15,0

17,0 ÷ 18,0

20,0 ÷ 21,0

Steel plate thickness(2)

SPLATE

[mm]

3,0 ÷ 12,0

4,0 ÷ 15,0

5,0 ÷ 15,0

(1) Pre-drilling valid for softwood. (2) For thicker plates than those indicated in the table it is necessary to carry out a countersink in the lower part of the steel plate.

Recommended Ø5 mm guide hole (of minimum length 50 mm) for VGS screws of length L > 300 mm.

HELPS WITH INSTALLATION The JIG VGU template makes it easy to prepare a 45° angle pre-drill, thus facilitating subsequent tightening of the VGS screws inside the washer. A pre-drill length of at least 20 mm is recommended.

TIMBER | VGU | 191

STRUCTURAL VALUES | STEEL-TO-TIMBER JOINT SLIDING geometry

timber

steel

SPLATE

45°

Amin

VGS/VGS EVO VGU VGU EVO

A min

RV,k

A min

RV,k

A min

RV,k

Rtens,45,k

[mm]

[mm] [mm]

[kN]

[mm] [mm]

[kN]

[mm] [mm]

[kN]

100

6,03

5,63

SPLATE

VGU945 9 VGUEVO945

3 mm

11 VGUEVO1145

192 | VGU | TIMBER

8 mm 70

12 mm

5,22

120

7,63

7,23

6,83

140

115

100

9,24

110

100

8,84

105

8,44 10,04

160

135

115

10,85

130

110

10,45

125

110

180

155

130

12,46

150

125

12,05

145

125

11,65

200

175

145

14,06

170

140

13,66

165

135

13,26

220

195

160

15,67

190

155

15,27

185

150

14,87

240

215

170

17,28

210

170

16,88

205

165

16,47

260

235

185

18,88

230

185

18,48

225

180

18,08

280

255

200

20,49

250

195

20,09

245

195

19,69

300

275

215

22,10

270

210

21,70

265

205

21,29

320

295

230

23,71

290

225

23,30

285

220

22,90

340

315

245

25,31

310

240

24,91

305

235

24,51

360

335

255

26,92

330

255

26,52

325

250

26,12

380

355

270

28,53

350

265

28,13

345

265

27,72

400

375

285

30,13

370

280

29,73

365

280

29,33 32,54

440

415

315

33,35

410

310

32,95

405

305

480

455

340

36,56

450

340

36,16

445

335

35,76

520

495

370

39,78

490

365

39,38

485

365

38,97

560

535

400

42,99

530

395

42,59

525

390

42,19

600

575

425

46,21

570

425

45,80

565

420

45,40

4,91

5,40

4 mm

SPLATE

VGU1145

10 mm

15 mm

17,96

100

6,88

5,89

125

9,33

8,35

7,86

150

120

105

11,79

110

100

10,80

105

10,31

175

145

125

14,24

135

115

13,26

130

110

12,77

200

170

140

16,70

160

135

15,71

155

130

15,22

225

195

160

19,15

185

150

18,17

180

145

17,68

250

220

175

21,61

210

170

20,63

205

165

20,13

275

245

195

24,06

235

185

23,08

230

185

22,59

300

270

210

26,52

260

205

25,54

255

200

25,04

325

295

230

28,97

285

220

27,99

280

220

27,50

350

320

245

31,43

310

240

30,45

305

235

29,96

375

345

265

33,88

335

255

32,90

330

255

32,41

400

370

280

36,34

360

275

35,36

355

270

34,87

425

395

300

38,79

385

290

37,81

380

290

37,32

450

420

315

41,25

410

310

40,27

405

305

39,78

475

445

335

43,71

435

330

42,72

430

325

42,23

500

470

350

46,16

460

345

45,18

455

340

44,69

525

495

370

48,62

485

365

47,63

480

360

47,14

550

520

390

51,07

510

380

50,09

505

375

49,60

575

545

405

53,53

535

400

52,55

530

395

52,05

600

570

425

55,98

560

415

55,00

555

410

54,51

26,87

STRUCTURAL VALUES | STEEL-TO-TIMBER JOINT SLIDING geometry

timber

steel

SPLATE

45°

Amin

VGS/VGS EVO VGU VGU EVO

A min

RV,k

A min

RV,k

A min

RV,k

Rtens,45,k

[mm]

[mm] [mm]

[kN]

[mm] [mm]

[kN]

[mm] [mm]

[kN]

100

7,54

SPLATE

VGU1345 13 VGUEVO1345

5 mm

10 mm

15 mm

6,38

11,61

150

115

100

13,35

105

12,19

100

200

165

135

19,15

155

130

17,99

150

125

17,41

250

215

170

24,96

205

165

23,79

200

160

23,21

300

265

205

30,76

255

200

29,60

250

195

29,02

350

315

245

36,56

305

235

35,40

300

230

34,82

400

365

280

42,37

355

270

41,21

350

265

40,63 46,43

450

415

315

48,17

405

305

47,01

400

305

500

465

350

53,97

455

340

52,81

450

340

52,23

550

515

385

59,78

505

375

58,62

500

375

58,04

600

565

420

65,58

555

410

64,42

550

410

63,84

37,48

GENERAL PRINCIPLES • Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

For different ρk values, the strength values in the table (withdrawal, compression, sliding and shear) can be converted via the kdens coefficient.

• The design sliding strength of the joint is either the timber-side design strength (RV,d) and the design strength on the steel side projected (Rtens,45,d), whichever is lower:

R’ax,k = kdens,ax Rax,k

RV,d = min

RV,k kmod γM Rtens,45,k γM2

• The coefficients γM and kmod should be taken according to the current regulations used for the calculation.

R’ki,k = kdens,ki Rki,k ρk R’[kg/m = k3dens,ax R350 ] V,k V,k R’V,90,k = kdens,V C24 RV,90,k C-GL

380

385

405

425

430

440

C30

GL24h

GL26h

GL28h

GL30h

GL32h

R’kV,0,k = kdens,V 0,92 RV,0,k dens,ax

0,98

1,00

1,04

1,08

1,09

1,11

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation. • For a connection with inclined screws in a metal plate application, the characteristic effective sliding load-bearing capacity for a row of n screws is equal to:

• For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030.

Ref,V,k = nef,ax RV,k

• Sizing and verification of the timber elements and metal plates must be done separately.

The nef value is given in the table below as a function of n (number of screws in a row).

• The screws must be positioned in accordance with the minimum distances.

• For the correct realization of the joint, the fastener head should be fully embedded into the VGU washer.

nef,ax

1,87

2,70

3,60

4,50

5,40

6,30

7,20

8,10

9,00

• The characteristic sliding strengths were evaluated by considering a minimum penetration length of Sg, as shown in the table, considering a minimum penetration length of 4-d1 . For intermediate values of Sg or SPLATE it is possible to linearly interpolate.

• For available VGS and VGS EVO screw sizes, see pages 164 and 180.

• The characteristic sliding strengths were evaluated by considering an angle ε of 45° between the grains of the timber element and the connector. • The VGU washer is over-resistant compared to the strength of the VGS/ VGSEVO screw. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered.

TIMBER | VGU | 193

INSTALLATION INSTRUCTIONS

S X

m 510 m

After installation, the fasteners can be inspected using a torque wrench.

X S

X X

V X

G V

G X

X X

X G

X X

Ensure correct tightening. We recommend the use of torque-controlled screwdrivers, e.g. with TORQUE LIMITER. Alternatively, tighten with a torque wrench.

Ø13

Ø11 L ≥ 400 mm

The use of pulse screw guns/impact wrenches is not permitted.

Ø11 L < 400 mm

Mins

G G

The installation of multiple screws must be performed to guarantee that loads are distributed evenly to all fasteners.

Shrinkage or swelling of timber elements due to changes in moisture content must be avoided.

Avoid dimensional changes in the metal, e.g. due to large temperature fluctuations.

INSTALLATION WITHOUT PRE-DRILL

Avoid bending.

45°

LF Place the steel plate on the wood and set the VGU washers in the slots provided.

S X

510

S X

Mins

Position the screw and respect the 45° angle of insertion.

Mins

2 3 45 1 6 12 7 11 8 10 9

X X

S X

N Screw in, ensuring correct tightening.

194 | VGU | TIMBER

X S

Ø9

Mins,rec

[Nm]

Mins,rec

Mins

d1 [mm]

VGS

2 3 45 1 6 12 7 11 8 10 9

Perform the operation for all washers. The assembly must be performed so as to guarantee that the stress is evenly distributed among all the installed VGU washers.

INSTALLATION WITH THE AID OF A PRE-DRILL TEMPLATE

Use the VGU JIG template of the correct diameter by positioning it in the VGU washer

Place the steel plate on the wood and set the VGU washers in the slots provided.

45°

Using the pre-drill template, prepare a pre-drill/guide hole (at least 50 mm length) using an appropriate tip

Mins

2 3 45 1 6 12 7 11 8 10 9

S X

510

S X

Mins

Position the screw and respect the 45° angle of insertion.

X X

S X

N Screw in, ensuring correct tightening.

Perform the operation for all washers. The assembly must be performed so as to guarantee that the stress is evenly distributed among all the installed VGU washers.

Theory, practice and experimental campaigns: our experience is in your hands. Download the SMARTBOOK TIMBER SCREWS.

TIMBER | VGU | 195

RTR

ETA-11/0030

UKTA-0836 22/6195

STRUCTURAL REINFORCEMENT SYSTEM CERTIFICATION FOR TIMBER AND CONCRETE Structural connector approved for timber applications according to ETA11/0030 and for timber-concrete applications according to ETA-22/0806.

RAPID DRY SYSTEM Available in diameters 16 and 20 mm, it is used to reinforce and connect large elements. The timber thread allows application without the need for resins or adhesives.

STRUCTURAL REINFORCEMENT The high-performance tensile steel (fy,k = 640 N/mm2) and the large dimensions available make RTR ideal for structural reinforcement applications.

LARGE SPANS The system, developed for applications on large span elements, allows fast and secure reinforcement and connections on any beam size due to the considerable length of the bars. Ideal for factory installations.

BIT INCLUDED

DIAMETER [mm]

16 16

20 20 2200

LENGTH [mm] SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

ELECTRO PLATED

electrogalvanized carbon steel

FIELDS OF USE • • • •

196 | RTR | TIMBER

timber based panels solid timber glulam (Glued Laminated Timber) CLT, LVL

ETA-11/0030

CODES AND DIMENSIONS d1

RELATED PRODUCTS

CODE

[mm]

D 38 RLE

pcs

[mm]

4-SPEED DRILL DRIVER

RTR162200

2200

RTR202200

2200

page 407

GEOMETRY AND MECHANICAL CHARACTERISTICS d2 d1

L Nominal diameter

[mm]

Thread diameter

[mm]

12,00

15,00

Pre-drilling hole diameter(1)

dV,S

[mm]

13,0

16,0

ftens,k

[kN]

100,0

145,0

My,k

[Nm]

200,0

350,0

fy,k

[N/mm2]

640

Characteristic tensile strength Characteristic yield moment Characteristic yield strength (1) Pre-drilling valid for softwood.

CHARACTERISTIC MECHANICAL PARAMETERS softwood (softwood) Withdrawal resistance parameter

fax,k

[N/mm2]

Associated density

ρa

[kg/m3]

350

Calculation density

ρk

[kg/m3]

≤ 440

9,0

For applications with different materials please see ETA-11/0030.

TC FUSION SYSTEM FOR TIMBER-CONCRETE APPLICATION Nominal diameter

[mm]

Tangential strength of adhesion in concrete C25/30

fb,k

[N/mm2]

9,0

For applications with different materials please see ETA-22/0806

TC FUSION The ETA-22/0806 approval of the TC FUSION system allows the RTR threaded rods to be used together with the reinforcements in the concrete so that the panel floor slabs and the bracing core can be bonded together with a small integration of the casting.

TIMBER | RTR | 197

MINIMUM DISTANCES FOR AXIAL STRESSES rods inserted WITH pre-drilled hole d1

[mm]

5∙d

100

[mm]

5∙d

100

a1,CG

[mm]

10∙d

160

200

a2,CG

[mm]

4∙d

d = d1 = nominal rod diameter

a2,CG a2 a2,CG a1,CG

a1,CG

MINIMUM DISTANCES FOR SHEAR LOADS rods inserted WITH pre-drilled hole

α=0°

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c [mm]

7∙d

a4,t

[mm]

3∙d

a4,c [mm]

3∙d

5∙d

α=90°

[mm]

100

[mm]

4∙d

[mm]

4∙d

192

240

a3,t

[mm]

7∙d

112

140

112

140

a3,c [mm]

7∙d

112

140

a4,t

[mm]

7∙d

112

140

a4,c [mm]

3∙d

α = load-to-grain angle d = d1 = nominal rod diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

F a4,c

a3,c

NOTES • Minimum distances according to ETA-11/0030. • The minimum distances for shear-stressed bars are in accordance with EN 1995:2014.

198 | RTR | TIMBER

• The minimum distances for axially stressed connectors are independent of the insertion angle of the connector and the angle of the force with respect to the grain.

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014

TENSION / COMPRESSION thread withdrawal ε=90°

geometry

steel tension

SLIDING instability ε=90°

timber-to-timber

steel tension

45°

Amin

d1 [mm]

Sg [mm] 200 300 400 500 600 700 800 900 1000 1200 200 300 400 500 600 700 800 1000 1200 1400

A min [mm] 210 310 410 510 610 710 810 910 1010 1210 210 310 410 510 610 710 810 1010 1210 1410

Rax,90,k [kN] 31,08 46,62 62,16 77,70 93,25 108,79 124,33 139,87 155,41 186,49 38,85 58,28 77,70 97,13 116,56 135,98 155,41 194,26 233,11 271,97

Rtens,k [kN]

Rki,90,k [kN]

100

55,16

145

87,46

Sg [mm] 100 150 200 250 300 350 400 450 500 600 100 150 200 250 300 350 400 500 600 700

A [mm] 80 115 150 185 220 255 290 325 360 430 80 115 150 185 220 255 290 360 430 500

Bmin [mm] 90 125 160 195 230 265 300 335 370 440 90 125 160 195 230 265 300 370 440 510

RV,k [kN] 10,99 16,48 21,98 27,47 32,97 38,46 43,96 49,45 54,95 65,93 13,74 20,60 27,47 34,34 41,21 48,08 54,95 68,68 82,42 96,15

Rtens,45,k [kN]

70,71

102,53

ε = screw-to-grain angle

SHEAR timber-to-timber ε=90°

geometry

NOTES | TIMBER A

Sg L Sg d1

[mm]

100 200 300 400 500 600 ≥ 800 100 200 300 400 500 600 800 ≥ 1000

50 100 150 200 250 300 ≥ 400 50 100 150 200 250 300 400 ≥ 500

10,73 18,87 20,81 22,75 24,69 26,64 29,96 12,89 25,78 28,91 31,34 33,77 36,19 41,05 43,25

RV,90,k

• The characteristic thread withdrawal strenghts were evaluated by considering an angle ε of 90° (Rax,90,k) between the grains of the timber element and the connector. • The characteristic sliding strengths were evaluated by considering an angle ε of 45° between the grains of the timber element and the connector. • The characteristic timber-to-timber shear strengths were evaluated considering an angle ε of 90° (RV,90,k) between the grains of the second element and the connector. • For the calculation process a timber characteristic density ρ k = 385 kg/m3 has been considered. For different ρk values, the strength values in the table (withdrawal, compression, sliding and shear) can be converted via the kdens coefficient.

R’ax,k = kdens,ax Rax,k R’ki,k = kdens,ki Rki,k R’V,k = kdens,ax RV,k R’V,90,k = kdens,V RV,90,k R’V,0,k = kdens,V RV,0,k ρk

350

380

385

405

425

430

440

C-GL kdens,ax

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

0,92

0,98

1,00

1,04

1,08

1,09

1,11

kdens,ki

0,97

0,99

1,00

1,01

1,02

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

[kg/m3 ]

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

GENERAL PRINCIPLES on page 200.

TIMBER | RTR | 199

STRUCTURAL VALUES | TC FUSION

CHARACTERISTIC VALUES EN 1995:2014

TENSILE CONNECTION CLT - CONCRETE geometry

CLT

concrete

lb,d

L min

Rax,0,k

lb,d

Rax,C,k

[mm]

[kN]

[mm]

[kN]

400 500 600 700 800 900 1000 1100 1200 1300 1400

240 340 440 540 640 740 840 940 1040 1140 1240

25,50 34,89 44,00 52,90 61,64 70,25 78,74 87,12 95,42 100,00 100,00

150 150 150 150 150 150 150 150 150 150 150

• A concrete grade of C25/30 was considered in the calculation. For applications with different materials please see ETA-22/0806. • The tensile design strength of the connector is the lower between the timber-side design strength (Rax,d) and the concrete-side design strength (Rax,C,d).

67,86

Rax,d = min

Rax,0,k kmod γM Rax,C,k γM,concrete

• The concrete element must have adequate reinforcement bars. • The connectors must be arranged at a maximum distance of 300 mm.

TC FUSION TIMBER-TO-CONCRETE JOINT SYSTEM The innovation of VGS, VGZ and RTR all-thread connectors for timber-concrete applications. Find it out on page 270.

Rax,d = min

Rax,k kmod γM Rtens,k γM2

• The compression design strength of the connector is the lower between the timber-side design strength (Rax,d) and the instability design strength (Rki,d).

Rax,d = min

Rax,k kmod γM Rki,k γM1

• The design sliding strength of the joint is either the timber-side design strength (RV,d) and the design strength on the steel side projected (Rtens,45,d), whichever is lower:

RV,d = min

RV,k kmod γM Rtens,45,k γM2

200 | RTR | TIMBER

• The design shear strength of the connector is obtained from the characteristic value as follows:

RV,d =

RV,k kmod γM

• The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • For the mechanical resistance values and the geometry of the rods, reference was made to ETA-11/0030. • Dimensioning and verification of the timber elements must be carried out separately. • The rods must be positioned in accordance with the minimum distances. • The characteristic thread withdrawal resistances were evaluated considering a penetration length of Sg as shown in the table. For intermediate values of Sg it is possible to linearly interpolate.

INSTALLATION SUGGESTIONS

For a better finish, it is recommended to drill a hole through BORMAX to accommodate the timber end cap.

Pre-drill the hole inside the timber element, ensuring that it is straight. The use of COLUMN ensures better accuracy.

Cut the RTR threaded rod to the desired length, ensuring that it is less than the depth of the pre-drilling.

Assemble the sleeve (ATCS007 or ATCS008) onto the adapter with safety clutch (DUVSKU). Alternatively, a simple adapter (ATCS2010) can be used.

Insert the sleeve into the threaded rod and the adapter into the screwdriver. We recommend the use of the handle (DUD38SH) for more control and stability when screwing.

Screw up to the length defined in the design. We recommend limiting the insertion moment value to 200 Nm (RTR 16) and 300 Nm (RTR 20).

Unscrew the sleeve from the bar.

If provided, insert a TAP cap to conceal the threaded rod and ensure better aesthetic finish and fire strength.

RELATED PRODUCTS

VGS page 164

LEWIS page 414

D 38 RLE page 407

COLUMN page 411

TIMBER | RTR | 201

DGZ

ETA-11/0030

UKTA-0836 22/6195

AC233 ESR-4645

DOUBLE THREADED SCREW FOR INSULATION CONTINUOUS INSULATION Allows continuous, uninterrupted fastening of roof insulation package. Limits thermal bridges in compliance with energy saving regulations. The cylindrical head is ideal for hidden insertion in the batten. Screw also certified in versions with flange head (DGT) and countersunk head (DGS).

CERTIFICATION Connector for hard and soft insulation, for roofing and façade applications, CE certified according to ETA-11/0030. Available in two diameters (7 and 9 mm) to optimize the number of fasteners.

MYPROJECT Free MyProject software for customized fastening calculation, accompanied by a calculation report.

BIT INCLUDED

DIAMETER [mm]

LENGTH [mm]

9 9 220

520 520

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

ELECTRO PLATED

electrogalvanized carbon steel

FIELDS OF USE • • • • •

202 | DGZ | TIMBER

timber based panels solid timber glulam (Glued Laminated Timber) CLT, LVL engineered timbers

ETA-11/0030

THERMAL BRIDGES Thanks to the double thread, the roof insulation package can be fixed to the supporting structure without any interruptions, thus limiting thermal bridges. Certification specific for fastening on both hard and soft insulation.

VENTILATED FAÇADES Also tested, certified and calculated on façade joists and with engineered woods such as Microllam® LVL.

TIMBER | DGZ | 203

CODES AND DIMENSIONS d1

CODE

[mm]

pcs

[mm]

CODE

[mm]

pcs

[mm]

DGZ7220

220

DGZ9240

240

DGZ7260 7 DGZ7300 TX 30 DGZ7340

260

DGZ9280

280

300

DGZ9320

320

340

DGZ9360

DGZ7380

380

9 TX 40 DGZ9400

360 400

DGZ9440

440

DGZ9480

480

DGZ9520

520

NOTES: upon request, EVO version is available.

d2 d1

XXX

DGZ

GEOMETRY AND MECHANICAL CHARACTERISTICS

100 L

GEOMETRY Nominal diameter

[mm]

Head diameter

[mm]

9,50

11,50

Thread diameter

[mm]

4,60

5,90

Shank diameter

[mm]

5,00

6,50

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

Tensile strength

ftens,k

[kN]

15,4

25,4

Yield moment

My,k

[Nm]

14,2

27,2

Refer to ETA-11/0030 for the instability resistance values of screws as a function of their effective length. softwood (softwood)

LVL softwood (LVL softwood)

Withdrawal resistance parameter

fax,k

[N/mm2]

11,7

15,0

Associated density

ρa

[kg/m3]

350

500

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

For applications with different materials please see ETA-11/0030.

Complete calculation reports for designing in wood? Download MyProject and simplify your work!

204 | DGZ | TIMBER

SCREW SELECTION MINIMUM SCREW LENGTH DGZ Ø7 batten height(*)

insulation + wooden planking thickness t

A DGZ at 60°

B DGZ at 90°

A DGZ at 60°

B DGZ at 90°

A DGZ at 60°

B DGZ at 90°

A DGZ at 60°

B DGZ at 90°

A DGZ at 60°

B DGZ at 90°

[mm]

Lmin [mm]

s = 30 mm

s = 40 mm

s = 50 mm

s = 60 mm

s = 80 mm

220

260

220

260

220

260

220

100

220

260

220

260

220

260

220

300

260

120

260

220

260

220

260

300

260

300

260

140

260

300

260

300

260

300

260

340

300

160

300

260

300

260

340

300

340

300

340

300

180

340

300

340

300

340

300

340

300

380

340

200

340

300

340

300

380

340

380

340

220

380

340

380

340

380

340

380

340

380

240

380

340

380

340

380

260

380

280

380

(*) Minimum batten thicknesses: DGZ Ø7 mm: base/height = 50/30 mm.

MINIMUM SCREW LENGTH DGZ Ø9 batten height(*) s = 50 mm

insulation + wooden planking thickness t

A DGZ at 60°

B DGZ at 90°

A DGZ at 60°

B DGZ at 90°

A DGZ at 60°

B DGZ at 90°

A DGZ at 60°

B DGZ at 90°

A DGZ at 60°

B DGZ at 90°

[mm]

Lmin [mm]

s = 30 mm

s = 40 mm

s = 60 mm

s = 80 mm

240

280

240

100

240

280

240

280

240

120

280

240

280

240

280

240

320

280

140

280

240

320

280

320

280

320

280

160

320

280

320

280

320

280

360

320

180

320

280

360

320

360

320

400

320

200

360

320

360

320

400

320

400

360

220

400

320

400

360

400

360

440

360

240

400

360

400

360

440

360

440

400 400

260

440

360

440

400

440

400

480

280

440

400

480

400

480

400

480

440

300

480

400

480

400

480

440

520

440

320

520

440

520

440

520

480

520

480

340

520

480

520

480

(*) Minimum batten thicknesses: DGZ Ø9 mm: base/height = 60/40 mm.

60° A

90°

s t

60° 90°

A B

60°

90°

A A B

RIGID ROOF INSULATION σ(10%) ≥ 50 kPa (EN826)

SOFT ROOF INSULATION σ(10%) < 50 kPa (EN826)

90° B A 60°

FACADE INSULATION

NOTE: Check that the screw length is compatible with the size of the structural timber element and that the tip does not protrude from the beam bottom.

TIMBER | DGZ | 205

MINIMUM DISTANCES FOR AXIAL STRESSES (1) screws inserted WITH and WITHOUT pre-drilled hole d1 a1 a2 a1,CG a2,CG

[mm] [mm] [mm] [mm] [mm]

7 35 35 56 21

5∙d 5∙d 8∙d 3∙d

9 45 45 72 27

d = d1 = nominal screw diameter

a2,CG 1

a2 a2,CG a1,CG

a1,CG

NOTES: (1) T he minimum distances for axially loaded connectors are independent of

the insertion angle of the connector and the angle of the force with respect to the grain, in accordance with ETA-11/0030.

• For 3 THORNS tip the minimum distances in the table are derived from experimental tests; alternatively, adopt a1,CG = 10∙d and a2,CG = 4∙d in accordance with EN 1995:2014.

RESEARCH & DEVELOPMENT INSULATION AND INFLUENCE OF THERMAL BRIDGES CONTINUOUS INSULATION

INTERRUPTED INSULATION U

[W/m2K] 5,0 °C 7,5 °C

5,0 °C 7,5 °C

10,0 °C 12,5 °C 15,0 °C

17,5 °C

ΔU 10÷15%

The use of continuous insulation helps to limit the presence of thermal bridges. If the fastening of the package requires rigid elements within the insulation, there is a drop in thermal performance due to the presence of a thermal bridge distributed along the entire axis of the interposed secondary joists. Moreover, in the case of interrupted insulation, local discontinuities between the elements present may be more frequent during installation, further aggravating the thermal bridge. FASTENING OF CONTINUOUS INSULATION WITH DGZ A

5,0 °C 7,5 °C 10,0 °C 12,5 °C 15,0 °C

17,5 °C

A Section A-A

The use of the DGZ screw allows the installation of continuous insulation, without interruptions and discontinuities. In this case, the thermal bridge is localised and concentrated only at the connectors and therefore has an irrelevant contribution to the thermal performance of the package, which is therefore maintained. Excessive anchoring or incorrect arrangements should be avoided in order not to compromise the thermal performance of the package. Calculation performed by EURAC Research as part of MEZeroE project that has received funding from the European Union’s Horizon 2020 research and innovation programme under grant agreement No 953157. For more info www.mezeroe.eu

206 | DGZ | TIMBER

CALCULATION EXAMPLE: FASTENING OF CONTINUOUS INSULATION WITH DGZ The number and placement of the fastenings depends on the geometry of the surfaces, the type of insulation and the loads acting on them.

PROJECT DATA Roof loads Permanent load

0,45 kN/m2

Snow load

1,70 kN/m2

Positive wind pressure

0,30 kN/m2

Negative wind pressure

-0,30 kN/m2

Ridge piece height

8,00 m

Building length

11,50 m

Building width

8,00 m

Layer slope

30% = 16,7°

Ridge piece position

5,00 m

Building dimensions

Roof geometry

INSULATION PACKAGE FIGURES Joists GL24h

bt x ht

120 x 160 mm

Wooden planking

20.00 mm

Tile support battens

0,33 m

Insulation layer

160.00 mm

bL x hL

60 x 40 mm

C24 battens

Spacing

0,70 m

Wood grain (soft)

σ(10%)

0,03 N/mm2

Commercial length

4,00 m

CONNECTOR SELECTION - OPTION 1 - DGZ Ø7

CONNECTOR SELECTION - OPTION 2 - DGZ Ø9

Screw under tension

7 x 300 mm

60° angle: 126 pcs

Screw under tension

Compressed screw

7 x 300 mm

60° angle: 126 pcs

Perpendicular screw

7 x 260 mm

90° angle: 72 pcs

Connector placement diagram.

9 x 320 mm

60° angle: 108 pcs

Compressed screw

9 x 320 mm

60° angle: 108 pcs

Perpendicular screw

9 x 280 mm

90° angle: 36 pcs

Roof batten calculation.

TIMBER | DGZ | 207

DRS TIMBER-TO-TIMBER SPACER SCREW DOUBLE THREAD, DIFFERENTIATED Underhead thread with specially designed geometry to create and regulate a space between the fastenable thicknesses.

VENTILATED FACADES The differentiated double thread is ideal for regulating the position of the battens on the facade and to create proper verticality. Ideal for levelling panelling, battens, ceilings and paving.

DIAMETER [mm] 6 6

LENGTH [mm] 80 80

145

520

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

ELECTRO PLATED

electrogalvanized carbon steel

FIELDS OF USE Thanks to the possibility to create a distance between pieces of wood, it is possible to create versatile fastenings quickly and safely, without the need for any interposed element.

208 | DRS | TIMBER

CODES AND DIMENSIONS d1

CODE

[mm]

DRS680

[mm]

6 TX 30

pcs 100

DRS6100

100

DRS6120

120

100

DRS6145

145

100

GEOMETRY d3

dS d2 d1

dK b

b1 L Nominal diameter

[mm]

Head diameter

[mm]

12,00

Thread diameter

[mm]

3,80

Shank diameter

[mm]

4,35

Underhead thread diameter

[mm]

6,80

Length head + rings

[mm]

24,0

INSTALLATION Select the screw length so that the thread is completely inserted in the timber support.

Position the DRS screw.

Attach the batten, screwing in the screw so that the head is flush with the timber.

Loosen the screw based on the desired distance.

Adjust the other screws in a similar manner to level the structure.

TIMBER | DRS | 209

DRT TIMBER-BRICKWORK SPACER SCREW DOUBLE THREAD, DIFFERENTIATED Underhead thread with specially designed geometry to create and regulate a space between the fastenable thicknesses.

FASTENING TO BRICKWORK Underhead thread with a greater diameter to allow fastening to brickwork through the addition of a plastic dowel.

DIAMETER [mm] 6 6

LENGTH [mm] 80 80

120

520

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

ELECTRO PLATED

electrogalvanized carbon steel

FIELDS OF USE The differentiated double thread is ideal for adjusting the position of timber elements on brickwork supports (using the plastic screw anchor) and to create the proper verticality. Ideal for levelling panels on walls, paving and ceilings.

210 | DRT | TIMBER

CODES AND DIMENSIONS d1

CODE

[mm] 6 TX 30

NDK GL NYLON SCREW ANCHOR

pcs

CODE

[mm]

pcs

[mm]

DRT680

100

NDKG840

DRT6100

100

DRT6120

120

100

For fastening on concrete or brickwork, use of the NDK GL nylon screw anchor is recommended.

100

GEOMETRY d3

dS d2 d1

dK b

b1 L Nominal diameter Head diameter Thread diameter Shank diameter Underhead thread diameter Length head + rings Diameter of concrete/brickwork opening

d1 dK d2 dS d3 b1 dV

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

6 12,00 3,90 4,35 9,50 20,0 8,0

INSTALLATION Select the screw length so that the thread is completely inserted in the concrete/brickwork support.

Drill the elements with a dV= 8,0 mm diameter.

Place the NDK GL nylon screw anchor inside the support.

Position the DRT screw.

Attach the batten, screwing in the screw so that the head is flush with the timber.

Loosen the screw based on the desired distance.

Adjust the other screws in a similar manner to level the structure.

TIMBER | DRT | 211

HBS PLATE

AC233 ESR-4645

ETA-11/0030

PAN HEAD SCREW FOR PLATES NEW GEOMETRY The inner core diameter of the Ø8, Ø10 and Ø12 mm screws has been increased to ensure higher performance in thick plate applications. In steel-timber connections, the new geometry achieves a strength increase of more than 15%.

PLATE FASTENING The under-head shoulder achieves an interlocking effect with the circular hole in the plate, thus guaranteeing excellent static performance. The edgeless geometry of the head reduces stress concentration points and gives the screw strength.

BIT INCLUDED

DIAMETER [mm]

LENGTH [mm]

12 12

200 200

SERVICE CLASS

SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY

WOOD CORROSIVITY

MATERIAL

ELECTRO PLATED

METAL-to-TIMBER recommended use:

electrogalvanized carbon steel

TORQUE LIMITER

Mins,rec Mins,rec

FIELDS OF USE • • • • •

212 | HBS PLATE | TIMBER

timber based panels solid timber glulam (Glued Laminated Timber) CLT and LVL high density woods

MULTISTOREY Ideal for steel-to-timber joints with large customized plates, designed for multi-story timber buildings.

TITAN Values also tested, certified and calculated for fastening standard Rothoblaas plates.

TIMBER | HBS PLATE | 213

CODES AND DIMENSIONS d1

CODE

[mm]

HBSPL860

1÷10

100

HBSPL12100

100

1÷15

HBSPL880

1÷15

100

HBSPL12120

120

1÷20

HBSPL8100

100

1÷15

100

HBSPL12140

140

110

1÷20

HBSPL8120

120

1÷15

100

HBSPL12160

160

120

1÷30

HBSPL8140

140

110

1÷20

100

HBSPL12180

180

140

1÷30

HBSPL8160

160

130

1÷20

100

HBSPL12200

200

160

1÷30

HBSPL1080

1÷10

HBSPL10100

100

1÷15

HBSPL10120

120

1÷15

HBSPL10140

140

110

1÷20

HBSPL10160

160

130

1÷20

HBSPL10180

180

150

1÷20

[mm]

8 TX 40

10 TX 40

pcs

CODE

[mm]

12 TX 50

[mm]

pcs

RELATED PRODUCTS TORQUE LIMITER TORQUE LIMITER

page 408

GEOMETRY AND MECHANICAL CHARACTERISTICS AP

XXX

S HB P

tK d2 d1

dV,steel dUK

b L

GEOMETRY Nominal diameter

[mm]

Head diameter

[mm]

13,50

16,50

18,50

Thread diameter

[mm]

5,90

6,60

7,30

Shank diameter

[mm]

6,30

7,20

8,55

Head thickness

[mm]

13,50

16,50

19,50

Washer thickness

[mm]

4,50

5,00

5,50

Underhead diameter

dUK

[mm]

10,00

12,00

13,00

Hole diameter on steel plate

dV,steel [mm]

11,0

13,0

14,0

Pre-drilling hole diameter(1)

dV,S

[mm]

5,0

6,0

7,0

Pre-drilling hole diameter(2)

dV,H

[mm]

6,0

7,0

8,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS Nominal diameter

[mm]

Tensile strength

ftens,k

[kN]

32,0

40,0

48,0

Yield moment

My,k

[Nm]

33,4

45,0

55,0

The mechanical parameters are obtained analytically and validated by experimental tests (HBS PLATE Ø10 and Ø12) .

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

Withdrawal resistance parameter

fax,k

[N/mm2]

11,7

15,0

29,0

Head-pull-through parameter

fhead,k [N/mm2]

10,5

20,0

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

214 | HBS PLATE | TIMBER

MINIMUM DISTANCES FOR SHEAR LOADS | STEEL-TO-TIMBER ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

α=90°

[mm]

[mm] 10∙d∙0,7

[mm]

5∙d∙0,7

[mm]

5∙d∙0,7

[mm]

5∙d∙0,7

a3,t

[mm]

15∙d

120

150

180

a3,t

[mm]

10∙d

100

120

a3,c

[mm]

10∙d

100

120

a3,c

[mm]

10∙d

100

120

a4,t

[mm]

5∙d

a4,t

[mm]

10∙d

100

120

a4,c

[mm]

5∙d

a4,c

[mm]

5∙d

α = load-to-grain angle d = d1 = nominal screw diameter

screws inserted WITH pre-drilled hole

α=0°

[mm]

5∙d∙0,7

[mm]

3∙d∙0,7

a3,t

[mm]

12∙d

120

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

[mm]

4∙d∙0,7

[mm]

144

a3,t

[mm]

a3,c

a4,t

a4,c

α=90° 8

4∙d∙0,7

7∙d

[mm]

7∙d

[mm]

7∙d

[mm]

3∙d

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2

unloaded end 90° < α < 270°

F a3,t

unload edge 180° < α < 360°

F α

a1 a1

stressed edge 0° < α < 180°

F α

a4,t

F a4,c

a3,c

NOTE on page 221.

Ref,V,k

a1 a1

Ref,V,k = nef RV,k

The nef value is given in the table below as a function of n and a1 .

2 3 4 5

4∙d 1,41 1,73 2,00 2,24

5∙d 1,48 1,86 2,19 2,49

6∙d 1,55 2,01 2,41 2,77

7∙d 1,62 2,16 2,64 3,09

8∙d 1,68 2,28 2,83 3,34

a 1( * ) 9∙d 1,74 2,41 3,03 3,62

10∙d 1,80 2,54 3,25 3,93

11∙d 1,85 2,65 3,42 4,17

12∙d 1,90 2,76 3,61 4,43

13∙d 1,95 2,88 3,80 4,71

≥ 14∙d 2,00 3,00 4,00 5,00

( * ) For intermediate a values a linear interpolation is possible. 1

TIMBER | HBS PLATE | 215

STRUCTURAL VALUES | STEEL-TO-TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

steel-to-timber thin plate ε=90°

geometry

steel-to-timber intermediate plate ε=90°

steel-to-timber thick plate ε=90° SPLATE

SPLATE

A L b d1

RV,90,k

[mm]

[kN]

SPLATE

2 mm

3 mm

4 mm

5 mm

6 mm

8 mm

10 mm

12 mm

3,14

3,09

3,03

3,64

4,13

5,12

4,22

4,17

4,11

4,72

5,22

6,21

100

5,31

5,25

5,20

5,68

6,04

6,78

120

5,86

6,22

6,57

7,29

140

110

6,24

6,59

6,95

7,67

160

130

6,74

7,10

7,46

8,17

3 mm

4 mm

5 mm

6 mm

8 mm

10 mm

12 mm

16 mm

4,87

4,81

4,75

5,42

6,50

7,58

100

6,14

6,08

6,01

6,61

7,56

8,50

120

7,34

7,28

7,70

8,42

9,14

140

110

7,81

8,17

8,89

9,61

160

130

8,44

8,80

9,52

10,24

180

150

8,68

9,12

10,00

10,87

4 mm

5 mm

6 mm

8 mm

10 mm

12 mm

16 mm

20 mm

SPLATE 80

SPLATE

100

6,90

6,83

6,76

7,96

9,02

10,07

120

8,34

8,27

8,20

9,11

9,87

10,64

140

110

9,28

9,99

10,69

11,40

160

120

9,66

10,37

11,07

11,78

180

140

10,23

11,00

11,77

12,54

200

160

10,23

11,25

12,27

13,29

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 221.

216 | HBS PLATE | TIMBER

STRUCTURAL VALUES | STEEL-TO-TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

steel-to-timber thin plate ε=0°

geometry

steel-to-timber intermediate plate ε=0°

steel-to-timber thick plate ε=0° SPLATE

SPLATE

A L b d1

RV,0,k

[mm]

[kN]

SPLATE

2 mm

3 mm

4 mm

5 mm

6 mm

8 mm

10 mm

12 mm

1,26

1,23

1,21

1,54

1,82

2,38

1,69

1,67

1,65

1,94

2,19

2,70

100

2,12

2,10

2,08

2,39

2,65

3,18

120

2,56

2,53

2,51

2,84

3,13

3,70

140

110

2,99

2,97

2,95

3,22

3,46

3,93

160

130

3,17

3,40

3,62

4,08

3 mm

4 mm

5 mm

6 mm

8 mm

10 mm

12 mm

16 mm

1,95

1,92

1,90

2,22

2,77

3,32

100

2,46

2,43

2,41

2,73

3,28

3,83

120

2,96

2,94

2,91

3,26

3,84

4,43

140

110

3,47

3,44

3,42

3,76

4,34

4,92

160

130

3,97

3,95

3,92

4,20

4,66

5,11

180

150

4,17

4,39

4,85

5,30

4 mm

5 mm

6 mm

8 mm

10 mm

12 mm

16 mm

20 mm

SPLATE 80

SPLATE

100

2,76

2,73

2,70

3,31

3,86

4,40

120

3,34

3,31

3,28

3,90

4,47

5,03

140

110

3,91

3,88

3,85

4,53

5,14

5,76

160

120

4,49

4,46

4,43

4,97

5,45

5,94

180

140

4,83

5,27

5,72

6,16

200

160

5,05

5,50

5,95

6,39

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 221.

TIMBER | HBS PLATE | 217

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

TENSION panel-to-timber

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

steel tension

RV,0,k

SPAN

Rax,90,k

Rax,0,k

Rhead,k

Rtens,k

[mm]

[kN]

timber-to-timber timber-to-timber ε=90° ε=0°

geometry

SPAN

A L b d1

RV,90,k

[mm] [mm] [mm] [mm]

[kN]

1,62

1,35

RV,k [kN]

[kN]

2,40

4,85

1,45

2,07

2,83

1,70

2,94

5,56

1,67

2,07

100

2,83

2,13

2,94

7,58

2,27

2,07

120

2,83

2,33

2,94

9,60

2,88

2,07

140

110

2,93

2,42

2,94

11,11

3,33

2,07

160

130

2,93

2,42

2,94

13,13

3,94

2,07

3,16

2,07

3,76

7,58

2,27

3,09

100

3,65

2,59

3,76

9,47

2,84

3,09

3,76

12,00

3,60

3,09

3,76

13,89

4,17

3,09

120

3,65

3,01

140

110

3,75

3,11

160

130

3,75

3,11

3,76

16,42

4,92

3,09

180

150

3,75

3,11

3,76

18,94

5,68

3,09

100

4,34

2,99

4,39

11,36

3,41

3,88

120

4,45

3,54

4,39

13,64

4,09

3,88

4,39

16,67

5,00

3,88

4,39

18,18

5,45

3,88

140

110

4,45

3,70

160

120

4,77

4,00

180

140

4,77

4,00

4,39

21,21

6,36

3,88

200

160

4,77

4,00

4,39

24,24

7,27

3,88

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 221.

218 | HBS PLATE | TIMBER

32,00

40,00

48,00

STRUCTURAL VALUES | CLT

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

TENSION

steel-to-CLT lateral face

geometry

thread withdrawal lateral face

steel tension

SPLATE A L b d1

RV,90,k

Rax,90,k

Rtens,k

[mm]

[kN]

SPLATE

2 mm

3 mm

4 mm

5 mm

6 mm

8 mm 10 mm 12 mm

2,85

2,81

2,76

3,33

3,80

4,75

4,49

3,84

3,79

3,74

4,31

4,78

5,72

5,15

4,82

4,77

4,72

5,22

5,62

6,42

7,02

120

5,52

5,86

6,20

6,89

8,89

140

110

5,87

6,21

6,55

7,24

10,30

160

130

6,34

6,68

7,02

7,70

12,17

3 mm

4 mm

5 mm

6 mm

8 mm 10 mm 12 mm 16 mm

4,43

4,37

4,32

4,94

5,97

7,00

100

5,58

5,52

5,47

6,07

7,06

8,05

8,78

120

6,73

6,67

6,62

7,11

7,87

8,63

11,12

140

110

7,36

7,70

8,38

9,07

12,87

160

130

7,94

8,28

8,97

9,65

15,21

180

150

8,28

8,67

9,45

10,24

17,55

SPLATE

4,75

100

SPLATE

4,75

32,00

7,02

4 mm

5 mm

6 mm

8 mm 10 mm 12 mm 16 mm 20 mm

100

6,28

6,21

6,14

7,36

8,44

9,53

10,53

120

7,58

7,52

7,45

8,41

9,23

10,05

12,64

40,00

140

110

8,74

9,41

10,08

10,76

15,44

160

120

9,09

9,76

10,43

11,11

16,85

180

140

9,75

10,44

11,12

11,81

19,66

200

160

9,75

10,67

11,59

12,51

22,46

48,00

MINIMUM DISTANCES FOR SHEAR AND AXIAL LOADS | CLT screws inserted WITHOUT pre-drilled hole

lateral face d1

[mm]

4∙d

2,5∙d

a3,t

[mm]

6∙d

a3,c

[mm]

6∙d

a4,t a4,c

[mm]

6∙d

[mm]

2,5∙d

a2 a2

a4,t F

a3,t

a4,c

a3,c

d = d1 = nominal screw diameter

NOTES and GENERAL PRINCIPLES on page 221.

TIMBER | HBS PLATE | 219

INSTALLATION HBSPL

Mins,rec

[mm]

[Nm]

Ø8

Ø10

Ø12

2 3 45 1 6 12 7 11 8 10 9

Mins

5-10 mm

Mins

The use of pulse screw guns/impact wrenches is not permitted.

Ensure correct tightening. We recommend the use of torque-controlled screwdrivers, e.g. with TORQUE LIMITER. Alternatively, tighten with a torque wrench.

Mins S

Avoid bending.

STOP

Respect the insertion angle. For very precise inclinations, the use of guide holes or pre-drilling is recommended.

90°

Ensure full contact between the entire surface of the screw head and the metal element

After installation, the fasteners can be inspected using a torque wrench.

STOP P

Stop installation if damage to the fastener or timber is noticed.

Stop installation if damage to the fastener or metal plates is noticed.

Do not hammer the screw tips into the timber.

Install screws in one continuous stroke.

Avoid accidental stress during installation.

Protect the connection and avoid moisture changes and shrinkage and swelling of the timber.

Use not permitted for dynamic loads.

Avoid dimensional changes to the metal.

220 | HBS PLATE | TIMBER

STRUCTURAL VALUES GENERAL PRINCIPLES

NOTES | TIMBER

• Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector.

• Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

Rax,d = min

Rax,k kmod γM Rtens,k γM2

• For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030. • Sizing and verification of the timber elements and metal plates must be done separately. • The screws must be positioned in accordance with the minimum distances. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • Shear strengths were calculated considering the threaded part fully inserted in the second element. • The characteristic shear-strength value has been evaluated for plates with thickness = SPLATE , and considering the thin (SPLATE ≤ 0,5 d1), intermediate (0,5 d1 < SPLATE < d1) or thick (SPLATE ≥ d1) plate case scenario. • In the case of combined shear and tensile stress, the following verification must be satisfied:

Fv,d Rv,d

Fax,d Rax,d

≥ 1

• The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different ρk values, the strength values in the table can be converted by the kdens coefficient.

R’V,k = kdens,v RV,k R’ax,k = kdens,ax Rax,k R’head,k = kdens,ax Rhead,k ρk

350

380

385

405

425

430

440

C-GL

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

kdens,ax

0,92

0,98

1,00

1,04

1,08

1,09

1,11

[kg/m3 ]

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

NOTES | CLT • The characteristic values are according to the national specifications ÖNORM EN 1995 - Annex K. • For the calculation process a mass density ρk = 350 kg/m3 has been considered for CLT elements. • The characteristics shear resistance are calculated considering a minimum fixing length of 4 d1 . • The characteristic shear strength is independent from the direction of the grain of the CLT panels outer layer.

• In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • In the case of steel-to-timber connections with a thick plate, it is necessary to assess the effects of timber deformation and install the connectors according to the assembly instructions. • The values in the table are evaluated considering mechanical strength parameters of the Ø10 and Ø12 HBS PLATE screws obtained analytically and validated by experimental tests. • For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

MINIMUM DISTANCES NOTES | TIMBER

NOTES | CLT

• The minimum distances comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The minimum distances are compliant with ETA-11/0030 and are to be considered valid unless otherwise specified in the technical documents for the CLT panels.

• In the case of timber-to-timber joints, the minimum spacing (a1 , a2) can be multiplied by a coefficient of 1,5. • In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5.

• Minimum distances are valid for minimum CLT thickness tCLT,min =10∙d1 . • Minimum distances for narrow face application can be found on page 39.

Theory, practice and experimental campaigns: our experience is in your hands. Download the SMARTBOOK TIMBER SCREWS.

TIMBER | HBS PLATE | 221

HBS PLATE EVO

AC233 | AC257 ESR-4645

ETA-11/0030

PAN HEAD SCREW C4 EVO COATING HBS PLATE EVO version designed for steel-timber joints outdoors. Atmospheric corrosion resistance class (C4) tested by the Research Institutes of Sweden - RISE. Coating suitable for use in applications on wood with an acidity level (pH) greater than 4, such as spruce, larch and pine (see page 314).

NEW GEOMETRY The inner core diameter of the Ø8, Ø10 and Ø12 mm screws has been increased to ensure higher performance in thick plate applications. In steel-timber connections, the new geometry achieves a strength increase of more than 15%.

DIAMETER [mm] HBS PLATE EVO 3,5

12 12

LENGTH [mm] 25

200 200

SERVICE CLASS SC1

HBS P EVO 5,0 | 6,0 mm

HBS PLATE EVO 8,0 | 10,0 | 12,0 mm

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

EVO COATING

carbon steel with C4 EVO coating

FIELDS OF USE • • • • •

222 | HBS PLATE EVO | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods ACQ, CCA treated timber

CODES AND DIMENSIONS HBS P EVO d1

HBS PLATE EVO CODE

[mm]

[mm] [mm] [mm] [mm]

HBSPEVO550 HBSPEVO560 5 TX 25 HBSPEVO570 HBSPEVO580

50 60 70 80 80 90

HBSPEVO680 6 TX 30 HBSPEVO690

pcs

30 35 40 50

20 25 30 30

1÷10 1÷10 1÷10 1÷10

200 200 100 100

50 55

30 35

1÷10 1÷10

100 100

RAPTOR TRANSPORT PLATE FOR TIMBER ELEMENTS

page 413 METAL-to-TIMBER recommended use:

TORQUE LIMITER

Mins,rec

CODE

[mm]

[mm] [mm] [mm] [mm]

HBSPLEVO840 HBSPLEVO860 HBSPLEVO880 8 HBSPLEVO8100 TX 40 HBSPLEVO8120 HBSPLEVO8140 HBSPLEVO8160

40 60 80 100 120 140 160

HBSPLEVO1060 HBSPLEVO1080 HBSPLEVO10100 10 HBSPLEVO10120 TX 40 HBSPLEVO10140 HBSPLEVO10160 HBSPLEVO10180

60 80 100 120 140 160 180

32 52 55 75 95 110 130 52 60 75 95 110 130 150 90 110 120 140 160

HBSPLEVO12120 120 HBSPLEVO12140 140 12 HBSPLEVO12160 160 TX 50 HBSPLEVO12180 180 HBSPLEVO12200 200

Mins,rec

pcs

8 8 25 25 25 30 30

1÷10 1÷15 1÷15 1÷15 1÷15 1÷20 1÷20

100 100 100 100 100 100 100

8 20 25 25 30 30 30

1÷15 1÷15 1÷15 1÷15 1÷20 1÷20 1÷20

50 50 50 50 50 50 50

30 30 40 40 40

1÷15 1÷20 1÷20 1÷30 1÷30

25 25 25 25 25

GEOMETRY AND MECHANICAL CHARACTERISTICS HBS PLATE EVO - 8,0 | 10,0 | 12,0 mm

HBS P EVO - 5,0 | 6,0 mm

dUK

S HB P

XXX

d2 d1

XXX

dV,steel

d2 d1 t1

dUK

b L

Nominal diameter Head diameter Thread diameter Shank diameter Head thickness Washer thickness Underhead diameter Hole diameter on steel plate Pre-drilling hole diameter(1) Pre-drilling hole diameter(2) Characteristic tensile strength Characteristic yield moment

d1 dK d2 dS t1 tK dUK dV,steel dV,S dV,H ftens,k My,k

[mm] [mm] [mm] [mm] [mm] [mm] [mm] [mm] [mm] [mm] [kN] [Nm]

5 9,65 3,40 3,65 5,50 1,00 6,00 7,0 3,0 4,0 7,9 5,4

6 12,00 3,95 4,30 6,50 1,50 8,00 9,0 4,0 5,0 11,3 9,5

8 13,50 5,90 6,30 13,50 4,50 10,00 11,0 5,0 6,0 32,0 33,4

10 16,50 6,60 7,20 16,50 5,00 12,00 13,0 6,0 7,0 40,0 45,0

12 18,50 7,30 8,55 19,50 5,50 13,00 14,0 7,0 8,0 48,0 55,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

The mechanical parameters are obtained analytically and validated by experimental tests (HBS PLATE EVO Ø10 and Ø12).

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

Withdrawal resistance parameter

fax,k

[N/mm2]

11,7

15,0

29,0

Head-pull-through parameter

fhead,k [N/mm2]

10,5

20,0

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

For applications with different materials please see ETA-11/0030.

TIMBER | HBS PLATE EVO | 223

MINIMUM DISTANCES FOR SHEAR LOADS ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

10∙d

100

5∙d

120

[mm]

α=90°

5∙d

a3,t

[mm]

15∙d

120

150

180

a3,t

[mm]

10∙d

100

120

a3,c

[mm]

10∙d

100

120

a3,c

[mm]

10∙d

100

120

a4,t

[mm]

5∙d

a4,t

[mm]

10∙d

100

120

a4,c

[mm]

5∙d

a4,c

[mm]

5∙d

420 kg/m3 < ρk ≤ 500 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

7∙d

a3,t

[mm]

20∙d

100

120

160

200

a3,c

[mm]

15∙d

120

150

a4,t

[mm]

7∙d

a4,c

[mm]

7∙d

15∙d

[mm]

120

150

180

[mm]

240

a3,t

180 84 84

α=90°

7∙d

[mm]

7∙d

[mm]

15∙d

120

150

180

a3,c

[mm]

15∙d

120

150

180

a4,t

[mm]

12∙d

120

144

a4,c

[mm]

7∙d

screws inserted WITH pre-drilled hole

α=0°

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

5∙d

α=90°

[mm]

4∙d

[mm]

4∙d

120

144

a3,t

[mm]

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

7∙d

a4,c

[mm]

3∙d

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

F a4,c

a3,c

224 | HBS PLATE EVO | TIMBER

• In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5. • The spacing a1 in the table for screws with 3 THORNS tip inserted without pre-drilling hole in timber elements with density ρk ≤ 420 kg/m3 and loadto-grain angle α=0° was assumed to be 10∙d based on experimental tests; alternatively, adopt 12∙d in accordance with EN 1995:2014.

STRUCTURAL VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR steel-to-timber thin plate

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

Rax,90,k

Rax,0,k

Rhead,k

SPAN

steel-to-timber thick plate

SPLATE

panel-to-timber

SPLATE

timber-to-timber ε=90°

geometry

TENSION

L b d1

[mm] [mm] [mm] [mm] 50 60 70 80 80 90

30 35 40 50 50 55

20 25 30 30 30 35

RV,k

SPAN

RV,k

SPLATE

[kN]

[mm]

[kN]

[mm]

1,20 1,33 1,44 1,44 1,88 2,03

1,10 1,10 1,10 1,10 1,55 1,55

2,5

RV,k

SPLATE

[kN]

[mm]

1,65 1,73 1,81 1,97 2,61 2,71

RV,k [kN]

[kN]

2,14 2,22 2,30 2,46 3,31 3,40

1,89 2,21 2,53 3,16 3,79 4,17

0,57 0,66 0,76 0,95 1,14 1,25

1,06 1,06 1,06 1,06 1,63 1,63

SHEAR steel-to-timber thin plate

steel-to-timber thick plate

thread withdrawal ε=90°

thread withdrawal ε=0°

head pull-through

SPLATE

timber-to-timber ε=0°

SPLATE

timber-to-timber ε=90°

geometry

TENSION

L b d1

[mm] [mm] [mm] [mm]

40 60 80 100 120 140 160 60 80 100 120 140 160 180 120 140 160 180 200

32 52 55 75 95 110 130 52 60 75 95 110 130 150 90 110 120 140 160

8 8 25 25 25 30 30 8 20 25 25 30 30 30 30 30 40 40 40

RV,k

SPLATE

RV,k

SPLATE

RV,k

Rax,90,k

Rax,0,k

Rhead,k

[kN]

[mm]

[kN]

[mm]

[kN]

1,62 1,62 2,83 2,83 2,83 2,93 2,93 2,37 3,16 3,65 3,65 3,75 3,75 3,75 4,45 4,45 4,77 4,77 4,77

0,85 1,35 1,70 2,13 2,33 2,42 2,42 1,56 2,07 2,59 3,01 3,11 3,11 3,11 3,54 3,70 4,00 4,00 4,00

3,83 5,00 6,07 6,78 7,29 7,67 8,17 5,91 7,37 8,50 9,14 9,61 10,24 10,87 10,64 11,40 11,78 12,54 13,29

2,83 4,85 5,56 7,58 9,60 11,11 13,13 5,68 7,58 9,47 12,00 13,89 16,42 18,94 13,64 16,67 18,18 21,21 24,24

0,85 1,45 1,67 2,27 2,88 3,33 3,94 1,70 2,27 2,84 3,60 4,17 4,92 5,68 4,09 5,00 5,45 6,36 7,27

2,07 2,07 2,07 2,07 2,07 2,07 2,07 3,09 3,09 3,09 3,09 3,09 3,09 3,09 3,88 3,88 3,88 3,88 3,88

1,95 3,03 4,11 5,20 5,86 6,24 6,74 3,48 4,75 6,01 7,28 7,81 8,44 8,68 8,20 9,28 9,66 10,23 10,23

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 226.

TIMBER | HBS PLATE EVO | 225

INSTALLATION 2 3 45 1 6 12 7 11 8 10 9

Mins

2 3 45 1 6 12 7 11 8 10 9

Mins

5-10 mm

Mins

The use of pulse screw guns/impact wrenches is not permitted.

HBSP HBSPL

Mins,rec

[mm]

[Nm]

Ø8

Ø10

Ø12

Ensure correct tightening. We recommend the use of torque-controlled screwdrivers, e.g. with TORQUE LIMITER. Alternatively, tighten with a torque wrench.

Mins S

Respect the insertion angle. For very precise inclinations, the use of guide holes or pre-drilling is recommended.

90°

Ensure full contact between the entire surface of the screw head and the metal element.

After installation, the fasteners can be inspected using a torque wrench.

Avoid dimensional changes to the metal and shrinkage and swelling of timber.

STRUCTURAL VALUES GENERAL PRINCIPLES • Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030. • Design values can be obtained from characteristic values as follows:

Rd =

• The values in the table are evaluated considering mechanical strength parameters of the HBS PLATE EVO Ø10 and Ø12 screws obtained analytically and validated by experimental tests.

Rk kmod γM

• The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030. • Sizing and verification of the timber elements, panels and metal plates must be done separately. • The screws must be positioned in accordance with the minimum distances. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • Shear strengths were calculated considering the threaded part fully inserted in the second element. • The characteristic panel-timber shear strengths are calculated considering an OSB3 or OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN and density ρk = 500 kg/m3. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The head pull-through characteristic strength was calculated using timber elements. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through. • In the case of combined shear and tensile stress, the following verification must be satisfied:

Fv,d Rv,d

Fax,d Rax,d

• In the case of steel-to-timber connections with a thick plate, it is necessary to assess the effects of timber deformation and install the connectors according to the assembly instructions.

≥ 1

226 | HBS PLATE EVO | TIMBER

• For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

NOTES • The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector. • The characteristic panel-timber and steel-timber shear strengths were evaluated by considering an ε angle of 90° between the grains of the timber element and the connector. • The characteristic plate shear strengths are evaluated considering the case of thin plate (SPLATE = 0.5 d1) and thick plate (SPLATE = d1). • The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains of the timber element and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different values of ρk , the strength values in the table (timber-to-timber shear, steel-to-timber shear and tensile) can be converted by means of the coefficient kdens (see page 215). • For further calculation configurations and for applications on different materials, see page 212.

HBS PLATE A4

AC233 ESR-4645

ETA-11/0030

PAN HEAD SCREW FOR PLATES A4 | AISI316 HBS PLATE version in A4 | AISI316 austenitic stainless steel for high corrosion resistance. Ideal for environments adjacent to the sea in corrosivity class C5 and for insertion on the most aggressive timbers in class T5.

STEEL-TIMBER CONNECTIONS The under-head shoulder achieves an interlocking effect with the circular hole in the plate, thus guaranteeing excellent static performance. The edgeless geometry of the head reduces stress concentration points and gives the screw strength.

T5 TIMBER CORROSIVITY Suitable for use in applications on agressive woods with an acidity (pH) level below 4 such as oak, Douglas fir and chestnut, and in wood moisture conditions above 20%.

BIT INCLUDED

CODES AND DIMENSIONS

GEOMETRY AP

CODE

pcs

[mm]

1÷10

100

HBSPL880A4

1÷15

100

HBSPL8100A4 8 TX 40 HBSPL8120A4

100

1÷15

100

DIAMETER [mm]

120

1÷15

100

3,5

HBSPL8140A4

140

110

1÷20

100

LENGTH [mm]

HBSPL8160A4

160

130

1÷20

100

HBSPL1080A4

1÷10

HBSPL10100A4

100

1÷15

SERVICE CLASS

HBSPL10120A4 10 TX 40 HBSPL10140A4

120

1÷15

SC1

140

110

1÷20

HBSPL10160A4

160

130

1÷20

HBSPL10180A4

180

150

1÷20

S HB P

[mm] HBSPL860A4

HBSPL12100A4

100

1÷15

HBSPL12120A4

120

1÷20

HBSPL12140A4 12 TX 50 HBSPL12160A4

140

110

1÷20

160

120

1÷30

HBSPL12180A4

180

140

1÷30

HBSPL12200A4

200

160

1÷30

XXX

[mm]

b L

SC2

SC3

12 12

200 200

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

AISI 316

A4 | AISI316 austenitic stainless steel (CRC III)

TIMBER | HBS PLATE A4 | 227

LBS

ETA-11/0030

UKTA-0836 22/6195

AC233 ESR-4645

ETA-11/0030

ROUND HEAD SCREW FOR PLATES SCREW FOR PERFORATED PLATES Cylindrical shoulder designed for fastening metal elements. Achieves an interlocking effect with the hole in the plate, thus guaranteeing excellent static performance.

STATICS These can be calculated according to Eurocode 5 under thick steel-timber plate connections, even with thin metal elements. Excellent shear strength values.

NEW-GENERATION WOODS Tested and certified for use on a wide variety of engineered timbers such as CLT, GL, LVL, OSB and Beech LVL. The LBS5 version up to a length of 40 mm is approved completely without pre-drilling hole on Beech LVL.

DUCTILITY Excellent ductility behaviour as evidenced by SEISMIC-REV cyclic tests according to EN 12512.

BIT INCLUDED

DIAMETER [mm] 3,5

LENGTH [mm] 25 25

100

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

ELECTRO PLATED

electrogalvanized carbon steel

FIELDS OF USE • • • • •

228 | LBS | TIMBER

timber based panels solid timber glulam (Glued Laminated Timber) CLT and LVL high density woods

200

LBS HARDWOOD EVO

CODES AND DIMENSIONS d1

CODE

[mm]

5 TX 20

7 TX 30

ROUND HEAD SCREW FOR PLATES ON HARDWOODS

pcs

[mm]

LBS525

500

LBS540

500

LBS550

200

LBS560

200

LBS570

200

DIAMETER [mm]

LBS760

100

LENGTH [mm]

LBS780

100

LBS7100

100

200 200

Also available in the LBS HARDWOOD EVO version, L from 80 to 200 mm, diameter Ø5 and Ø7 mm, see page 244.

GEOMETRY AND MECHANICAL CHARACTERISTICS dUK d2 d1

dV,steel

b L

GEOMETRY Nominal diameter

[mm]

Head diameter

[mm]

7,80

11,00

Thread diameter

[mm]

3,00

4,40

Underhead diameter

dUK

[mm]

4,90

7,00

Head thickness

[mm]

2,40

3,50

Hole diameter on steel plate

dV,steel

[mm]

5,0÷5,5

7,5÷8,0

Pre-drilling hole diameter(1)

dV,S

[mm]

3,0

4,0

Pre-drilling hole diameter(2)

dV,H

[mm]

3,5

5,0

Nominal diameter

[mm]

Tensile strength

ftens,k

[kN]

7,9

15,4

Yield moment

My,k

[Nm]

5,4

14,2

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

LVL beech (3) (beech LVL)

[N/mm2]

11,7

15,0

29,0

42,0

fhead,k [N/mm2]

10,5

20,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

CHARACTERISTIC MECHANICAL PARAMETERS

Characteristic withdrawal-resistance parameter Characteristic head-pull-through parameter

fax,k

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

(3)Valid for d = 5 mm and l ≤ 34 mm 1 ef For applications with different materials please see ETA-11/0030.

TIMBER | LBS | 229

MINIMUM DISTANCES FOR SHEAR LOADS | STEEL-TO-TIMBER ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

5 42 18 75 50 25 25

12∙d∙0,7 5∙d∙0,7 15∙d 10∙d 5∙d 5∙d

7 59 25 105 70 35 35

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

α=90° 5 18 18 50 50 50 25

5∙d∙0,7 5∙d∙0,7 10∙d 10∙d 10∙d 5∙d

7 25 25 70 70 70 35

screws inserted WITH pre-drilled hole

α=0°

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

5 18 11 60 35 15 15

5∙d∙0,7 3∙d∙0,7 12∙d 7∙d 3∙d 3∙d

7 25 15 84 49 21 21

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

α=90° 5 14 14 35 35 35 15

4∙d∙0,7 4∙d∙0,7 7∙d 7∙d 7∙d 3∙d

7 20 20 49 49 49 21

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2

unloaded end 90° < α < 270°

F a3,t

unload edge 180° < α < 360°

F α

a1 a1

stressed edge 0° < α < 180°

F α

a4,t

F a4,c

a3,c

NOTES • The minimum distances comply with the EN 1995:2014 standard in accordance with ETA-11/0030. • In the case of timber-to-timber joints, the minimum spacing (a1 , a2) can be multiplied by a coefficient of 1,5.

• In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5.

Ref,V,k

a1 a1

Ref,V,k = nef RV,k

The nef value is given in the table below as a function of n and a1 .

2 3 4 5

4∙d 1,41 1,73 2,00 2,24

5∙d 1,48 1,86 2,19 2,49

6∙d 1,55 2,01 2,41 2,77

7∙d 1,62 2,16 2,64 3,09

( * ) For intermediate a values a linear interpolation is possible. 1

230 | LBS | TIMBER

8∙d 1,68 2,28 2,83 3,34

a 1( * ) 9∙d 1,74 2,41 3,03 3,62

10∙d 1,80 2,54 3,25 3,93

11∙d 1,85 2,65 3,42 4,17

12∙d 1,90 2,76 3,61 4,43

13∙d 1,95 2,88 3,80 4,71

≥ 14∙d 2,00 3,00 4,00 5,00

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014

geometry

SHEAR

TENSION

steel-to-timber ε=90°

thread withdrawal ε=90°

SPLATE L

RV,90,k

[mm]

[mm] SPLATE

[mm]

[kN]

1,5 mm

2,5 mm

[kN]

3,0 mm

4,0 mm

5,0 mm

6,0 mm

1,59

1,58

1,56

1,33

2,24

2,23

2,18

2,13

2,27

2,39

2,38

2,36

2,90

2,55

2,54

2,52

3,54

2,71

2,69

2,68

4,17

3,0 mm

4,0 mm

5,0 mm

6,0 mm

8,0 mm

10,0 mm

12,0 mm

SPLATE 7

2,0 mm

Rax,90,k

2,81

2,98

3,37

3,80

4,18

4,05

3,92

4,86

3,80

3,88

4,13

4,40

4,63

4,59

4,55

6,63

100

4,25

4,38

4,63

4,87

5,08

5,03

4,99

8,40

ε = screw-to-grain angle

geometry

SHEAR

TENSION

steel-to-timber ε=0°

thread withdrawal ε=0°

SPLATE L

RV,0,k

Rax,0,k

[mm]

[mm] SPLATE

[mm]

[kN]

1,5 mm

2,0 mm

2,5 mm

3,0 mm

4,0 mm

5,0 mm

6,0 mm

0,77

0,76

0,75

0,74

0,40

0,98

0,97

0,96

0,95

0,94

0,92

0,68

1,15

1,14

1,13

1,12

1,10

1,09

0,87

1,32

1,30

1,28

1,27

1,06

1,37

1,36

1,25

3,0 mm

4,0 mm

5,0 mm

6,0 mm

8,0 mm

10,0 mm

12,0 mm

SPLATE 7

1,12

1,21

1,41

1,60

1,77

1,73

1,69

1,46

1,52

1,61

1,83

2,04

2,22

2,17

2,13

1,99

100

1,91

1,99

2,17

2,35

2,53

2,52

2,51

2,52

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 233.

TIMBER | LBS | 231

STRUCTURAL VALUES | CLT

CHARACTERISTIC VALUES EN 1995:2014

geometry

SHEAR

TENSION

steel-to-CLT lateral face

thread withdrawal lateral face

SPLATE

RV,90,k

[mm]

[mm] SPLATE

[mm]

25 40 50 60 70

4,0 mm 1,42 2,05 2,26 2,41 2,56

5,0 mm 1,38 2,01 2,25 2,39 2,54

6,0 mm 1,35 1,96 2,23 2,38 2,53

[kN] 1,23 2,11 2,69 3,28 3,86

8,0 mm 3,86 4,38 4,79

10,0 mm 3,74 4,33 4,74

12,0 mm 3,62 4,29 4,70

4,50 6,14 7,78

21 36 46 56 66

1,5 mm 1,48 2,12 2,26 2,41 2,56

2,0 mm 1,47 2,12 2,26 2,41 2,56

2,5 mm 1,45 2,10 2,26 2,41 2,56

[kN] 3,0 mm 1,44 2,09 2,26 2,41 2,56

55 75 95

3,0 mm 2,55 3,45 4,00

4,0 mm 2,77 3,59 4,12

5,0 mm 3,13 3,82 4,36

6,0 mm 3,53 4,10 4,58

SPLATE 60 80 100

Rax,90,k

NOTES and GENERAL PRINCIPLES on page 233.

MINIMUM DISTANCES FOR SHEAR AND AXIAL LOADS | CLT screws inserted WITHOUT pre-drilled hole

lateral face d1

[mm]

4∙d

[mm]

2,5∙d

a3,t

[mm]

6∙d

a3,c

[mm]

6∙d

a4,t

[mm]

6∙d

a4,c

[mm]

2,5∙d

d = d1 = nominal screw diameter

a1 a3,t

α F

F α

α a3,c

F α tCLT

a4,t

a4,c

NOTES • The minimum distances are compliant with ETA-11/0030 and are to be considered valid unless otherwise specified in the technical documents for the CLT panels.

232 | LBS | TIMBER

• Minimum distances are valid for minimum CLT thickness tCLT,min =10∙d1 .

STRUCTURAL VALUES | LVL

CHARACTERISTIC VALUES EN 1995:2014

geometry

SHEAR

TENSION

steel-LVL

thread withdrawal flat SPLATE

RV,90,k

[mm]

[mm] SPLATE

[mm]

[kN]

25 40 50 60 70

[kN]

1,5 mm

2,0 mm

2,5 mm

3,0 mm

4,0 mm

5,0 mm

6,0 mm

21 36 46 56 66

1,59 2,24 2,39 2,55 2,71

1,58 2,24 2,39 2,55 2,71

1,56 2,24 2,39 2,55 2,71

2,24 2,39 2,55 2,71

2,23 2,39 2,55 2,71

2,18 2,38 2,54 2,69

2,13 2,36 2,52 2,68

1,33 2,27 2,90 3,54 4,17

55 75 95

3,0 mm 2,81 3,80 4,25

4,0 mm 2,98 3,88 4,38

5,0 mm 3,37 4,13 4,63

6,0 mm 3,80 4,40 4,87

8,0 mm 4,18 4,63 5,08

10,0 mm 4,05 4,59 5,03

12,0 mm 3,92 4,55 4,99

4,86 6,63 8,40

SPLATE 60 80 100

Rax,90,k

Rd =

Rk kmod γM

R’V,k = kdens,v RV,k

R’ax,k = kdens,ax Rax,k R’head,k ρ = kdens,ax Rhead,k k

[kg/m3 ]

350

380

385

405

425

430

440

C-GL

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

kdens,ax

0,92

0,98

1,00

1,04

1,08

1,09

1,11

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

• The screws must be positioned in accordance with the minimum distances. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The characteristic shear-strength value for LBS Ø5 nails has been evaluated assuming a plate thickness = SPLATE, always considering the case of thick plate according to ETA-11/0030 (SPLATE ≥ 1,5 mm). • The characteristic shear-strength value for LBS Ø7 screws has been evaluated assuming a plate thickness = SPLATE, and considering the thin (SPLATE ≤ 3,5 mm) intermediate (3,5 mm < SPLATE < 7,0 mm) or thick (SPLATE ≥ 7 mm) plate case. • In the case of combined shear and tensile stress, the following verification must be satisfied:

Fv,d Rv,d

Fax,d Rax,d

≥ 1

• In the case of steel-to-timber connections with a thick plate, it is necessary to assess the effects of timber deformation and install the connectors according to the assembly instructions.

NOTES | TIMBER • The characteristic steel-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the timber element and the connector.

NOTES | LVL • For the calculation process a mass density equal to ρk = 480 kg/m3 has been considered for softwood LVL elements. • The axial thread-withdrawal resistance was calculated considering a 90° angle between the grains and the connector. • The characteristic shear strengths are evaluated for connectors inserted on the side face (wide face) considering, for individual timber elements, a 90° angle between the connector and the grain, a 90° angle between the connector and the side face of the LVL element and a 0° angle between the force and the grain.

• Characteristic timber-to-timber shear strengths can be found on page 237. • The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains and the connector.

TIMBER | LBS | 233

LBS EVO

AC233 | AC257 ESR-4645

ETA-11/0030

ROUND HEAD SCREW FOR PLATES SCREW FOR PERFORATED PLATES FOR OUTDOOR USE LBS EVO version designed for steel-timber joints for outdoor use. Achieves an interlocking effect with the hole in the plate, thus guaranteeing excellent static performance.

C4 EVO COATING The atmospheric corrosion strength class (C4) of the C4 EVO coating was tested by the Research Institutes of Sweden - RISE. Coating suitable for use in applications on wood with an acidity level (pH) greater than 4, such as spruce, larch and pine (see page 314).

STATICS These can be calculated according to Eurocode 5 under thick steel-timber plate connections, even with thin metal elements. Excellent shear strength values.

BIT INCLUDED

DIAMETER [mm] 3,5

LENGTH [mm] 25

100

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

EVO COATING

carbon steel with C4 EVO coating

FIELDS OF USE • • • • •

234 | LBS EVO | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods ACQ, CCA treated timber

200

CODES AND DIMENSIONS d1

CODE

[mm] 5 TX 20

[mm]

40 50 60 70

36 46 56 66

LBSEVO540 LBSEVO550 LBSEVO560 LBSEVO570

pcs

CODE

[mm] 500 200 200 200

7 TX 30

LBSEVO780 LBSEVO7100

[mm]

pcs

80 100

75 95

100 100

GEOMETRY AND MECHANICAL CHARACTERISTICS dUK d2 d1

dV,steel

b L

Nominal diameter

[mm]

Head diameter

[mm]

7,80

11,00

Thread diameter

[mm]

3,00

4,40

Underhead diameter

dUK

[mm]

4,90

7,00

Head thickness

[mm]

2,40

3,50

Hole diameter on steel plate

dV,steel

[mm]

5,0÷5,5

7,5÷8,0 4,0

Pre-drilling hole diameter(1)

dV,S

[mm]

3,0

Pre-drilling hole diameter(2)

dV,H

[mm]

3,5

5,0

Characteristic tensile strength

ftens,k

[kN]

7,9

15,4

Characteristic yield moment

My,k

[Nm]

5,4

14,2

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

softwood (softwood)

LVL softwood (LVL softwood)

pre-drilled beech LVL (beech LVL predrilled)

LVL beech (3) (Beech LVL)

Characteristic withdrawal-resistance parameter

fax,k

[N/mm2]

11,7

15,0

29,0

42,0

Characteristic head-pull-through parameter

fhead,k [N/mm2]

10,5

20,0

Associated density

ρa

[kg/m3]

350

500

730

Calculation density

ρk

[kg/m3]

≤ 440

410 ÷ 550

590 ÷ 750

(3)Valid for d = 5 mm and l ≤ 34 mm 1 ef

For applications with different materials please see ETA-11/0030.

T3 TIMBER CORROSIVITY Coating suitable for use in applications on wood with an acidity level (pH) greater than 4, such as spruce, larch, pine, ash and birch (see page 314).

STEEL-TO-TIMBER APPLICATION The LBSEVO screw with diameter 7 is particularly suitable for custom-designed connections, which are characteristic of steel structures.

TIMBER | LBS EVO | 235

MINIMUM DISTANCES FOR SHEAR LOADS | STEEL-TO-TIMBER ρk ≤ 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

12∙d∙0,7

[mm]

5∙d∙0,7

[mm]

α=90° 5

5∙d∙0,7

a3,t

[mm]

15∙d

105

a3,t

[mm]

10∙d

a3,c

[mm]

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

a4,t

[mm]

10∙d

a4,c

[mm]

5∙d

a4,c

[mm]

5∙d

35 420 kg/m3 < ρk ≤ 500 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

15∙d∙0,7

[mm]

7∙d∙0,7

a3,t

[mm]

20∙d

100

a3,c

[mm]

15∙d

a4,t

[mm]

7∙d

a4,c

[mm]

7∙d

α=90°

[mm]

7∙d∙0,7

[mm]

7∙d∙0,7

140

a3,t

[mm]

15∙d

105

a3,c

[mm]

15∙d

105

a4,t

[mm]

12∙d

a4,c

[mm]

7∙d

screws inserted WITH pre-drilled hole

α=0°

[mm]

5∙d∙0,7

[mm]

3∙d∙0,7

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

α=90°

[mm]

4∙d∙0,7

[mm]

4∙d∙0,7

a3,t

[mm]

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

7∙d

a4,c

[mm]

3∙d

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F α

α F a3,t

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

F a4,c

a3,c

236 | LBS EVO | TIMBER

• In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5.

STRUCTURAL VALUES | TIMBER geometry

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

SHEAR

steel-to-timber ε=90°

steel-to-timber ε=0° SPLATE

SPLATE L

d1 [mm]

RV,90,k

[mm]

SPLATE [mm] 40 50 60 70

[kN]

1,5

2,0

2,5

3,0

4,0

5,0

6,0

1,5

2,0

2,5

3,0

4,0

5,0

6,0

36 46 56 66

2,24 2,39 2,55 2,71

2,23 2,39 2,55 2,71

2,18 2,38 2,54 2,69

2,13 2,36 2,52 2,68

0,98 1,15 1,32 1,37

0,97 1,14 1,32 1,37

0,96 1,13 1,32 1,37

0,95 1,12 1,30 1,37

0,94 1,10 1,28 1,36

0,92 1,09 1,27 1,36

3,0

4,0

5,0

6,0

8,0

10,0

12,0

3,0

4,0

5,0

6,0

8,0

10,0

12,0

75 95

3,80 4,25

3,88 4,38

4,13 4,63

4,40 4,87

4,63 5,08

4,59 5,03

4,55 4,99

1,52 1,91

1,61 1,99

1,83 2,17

2,04 2,35

2,22 2,53

2,17 2,52

2,13 2,51

S PLATE [mm] 80 100

RV,0,k

SHEAR geometry

TENSION

timber-to-timber ε=90°

timber-to-timber ε=0°

thread withdrawal ε=90°

thread withdrawal ε=0°

A b

RV,90,k

RV,0,k

Rax,90,k

Rax,0,k

[mm]

[mm] 40 50 60 70 80 100

[mm] 36 46 56 66 75 95

[mm] 20 25 30 35 45

[kN] 1,01 1,19 1,40 1,59 2,57 3,04

[kN] 0,59 0,75 0,88 0,96 1,54 1,74

[kN] 2,27 2,90 3,54 4,17 6,63 8,40

[kN] 0,68 0,87 1,06 1,25 1,99 2,52

ε = screw-to-grain angle GENERAL PRINCIPLES

NOTES

• Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The characteristic shear strengths were evaluated considering both an ε-angle of 90° (RV,90,k) and of 0° (RV,0,k) between the grains of the timber elements and the connector.

• Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030. • Sizing and verification of the timber elements and metal plates must be done separately. • The characteristic shear resistances are calculated for screws inserted without pre-drilling hole. In the case of screws inserted with pre-drilling hole, greater resistance values can be obtained. • The screws must be positioned in accordance with the minimum distances. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The characteristic shear-strength value for LBS Ø5 nails has been evaluated assuming a plate thickness = SPLATE, always considering the case of thick plate according to ETA-11/0030 (SPLATE ≥ 1,5 mm). • The characteristic shear-strength value for LBS Ø7 screws has been evaluated assuming a plate thickness = SPLATE, and considering the thin (SPLATE ≤ 3,5 mm) intermediate (3,5 mm < SPLATE < 7,0 mm) or thick (SPLATE ≥ 7 mm) plate case.

R’V,k = kdens,v RV,k R’ax,k = kdens,ax Rax,k R’head,k = kdens,ax Rhead,k ρ k

[kg/m3 ]

350

380

385

405

425

430

440

C-GL

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

kdens,ax

0,92

0,98

1,00

1,04

1,08

1,09

1,11

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation. • For a row of n screws arranged parallel to the direction of the grain at a distance a1 , the characteristic effective shear bearing capacity Ref,V,k can be calculated by means of the effective number nef (see page 230).

TIMBER | LBS EVO | 237

LBS HARDWOOD

ETA-11/0030

UKTA-0836 22/6195

ETA-11/0030

ROUND HEAD SCREW FOR PLATES ON HARDWOODS HARDWOOD CERTIFICATION Special tip with embossed slit elements. ETA-11/0030 certification allows for use with high density timber without any pre-drill. Approved for structural applications subject to stresses in any direction vs the grain.

LARGER DIAMETER Internal thread diameter increased compared to the LBS version to ensure tightening in the highest density woods. In steel-timber connections, an increase in strength of more than 15 % can be achieved.

SCREW FOR PERFORATED PLATES Cylindrical shoulder designed for fastening metal elements. Achieves an interlocking effect with the hole in the plate, thus guaranteeing excellent static performance.

BIT INCLUDED

DIAMETER [mm] 3,5

LENGTH [mm] 25

200

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

ELECTRO PLATED

electrogalvanized carbon steel

FIELDS OF USE • • • • •

238 | LBS HARDWOOD | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods beech, oak, cypress, ash, eucalyptus, bamboo

LBS HARDWOOD EVO

CODES AND DIMENSIONS d1

CODE

[mm]

5 TX 20

ROUND HEAD SCREW FOR PLATES ON HARDWOODS

pcs

[mm]

LBSH540

500

LBSH550

200

LBSH560

200

LBSH570

200

DIAMETER [mm]

LENGTH [mm]

200 200

Also available in the LBS HARDWOOD EVO version, L from 80 to 200 mm, diameter Ø5 and Ø7 mm, see page 244.

GEOMETRY AND MECHANICAL CHARACTERISTICS dUK dK

d2 d1

dV,steel t1

b L

Nominal diameter

[mm]

Head diameter

[mm]

7,80

Thread diameter

[mm]

3,48

Underhead diameter

dUK

[mm]

4,90

Head thickness

[mm]

2,45

Hole diameter on steel plate

dV,steel

[mm]

5,0÷5,5

Pre-drilling hole diameter(1)

3,0

dV,S

[mm]

Pre-drilling hole diameter(2)

dV,H

[mm]

3,5

Characteristic tensile strength

ftens,k

[kN]

11,5

Characteristic yield moment

My,k

[Nm]

9,0

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

softwood (softwood)

oak, beech (hardwood)

ash (hardwood)

beech LVL (Beech LVL)

Characteristic withdrawal-resistance parameter

fax,k

[N/mm2]

11,7

22,0

30,0

42,0

Characteristic head-pull-through parameter

fhead,k [N/mm2]

10,5

Associated density

ρa

[kg/m3]

350

530

730

Calculation density

ρk

[kg/m3]

≤ 440

≤ 590

590 ÷ 750

For applications with different materials please see ETA-11/0030.

HARDWOOD PERFORMANCE Geometry developed for high performance and use without pre-drill hole on structural woods such as beech, oak, cypress, ash, eucalyptus, bamboo.

BEECH LVL Values also tested, certified and calculated for high density woods such as beechwood Microllam® LVL. Certified for use without pre-drilling, for densities of up to 800 kg/m3.

TIMBER | LBS HARDWOOD | 239

MINIMUM DISTANCES FOR SHEAR LOADS | STEEL-TO-TIMBER ρk > 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

[mm]

15∙d∙0,7

[mm]

a3,t

[mm]

a3,c

α=90°

[mm]

7∙d∙0,7

[mm]

7∙d∙0,7

20∙d

100

a3,t

[mm]

15∙d

[mm]

15∙d

a3,c

[mm]

15∙d

a4,t

[mm]

7∙d

a4,t

[mm]

12∙d

a4,c

[mm]

7∙d

a4,c

[mm]

7∙d

screws inserted WITH pre-drilled hole

α=0°

[mm]

5∙d∙0,7

[mm]

a3,t

[mm]

a3,c a4,t a4,c

α=90°

[mm]

4∙d∙0,7

3∙d∙0,7

[mm]

4∙d∙0,7

12∙d

a3,t

[mm]

7∙d

[mm]

7∙d

a3,c

[mm]

7∙d

[mm]

3∙d

a4,t

[mm]

7∙d

[mm]

3∙d

a4,c

[mm]

3∙d

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2

unloaded end 90° < α < 270°

a1 a1

F α

α a3,t

F α

a4,t

F a4,c

a3,c

NOTE on page 243.

Ref,V,k

a1 a1

Ref,V,k = nef RV,k

The nef value is given in the table below as a function of n and a1 .

2 3 4 5

4∙d 1,41 1,73 2,00 2,24

5∙d 1,48 1,86 2,19 2,49

6∙d 1,55 2,01 2,41 2,77

7∙d 1,62 2,16 2,64 3,09

( * ) For intermediate a values a linear interpolation is possible. 1

240 | LBS HARDWOOD | TIMBER

8∙d 1,68 2,28 2,83 3,34

a 1( * ) 9∙d 1,74 2,41 3,03 3,62

10∙d 1,80 2,54 3,25 3,93

11∙d 1,85 2,65 3,42 4,17

12∙d 1,90 2,76 3,61 4,43

13∙d 1,95 2,88 3,80 4,71

≥ 14∙d 2,00 3,00 4,00 5,00

STRUCTURAL VALUES | TIMBER(SOFTWOOD)

CHARACTERISTIC VALUES EN 1995:2014

SHEAR

TENSION

steel-to-timber ε=90°

geometry

thread withdrawal ε=90°

steel tension

SPLATE

L b

RV,90,k

Rax,90,k

Rtens,k

[mm]

[mm] SPLATE

[mm]

[kN]

1,5 mm 2,0 mm 2,5 mm 3,0 mm 4,0 mm 5,0 mm 6,0 mm

2,44

2,43

2,41

2,39

2,36

2,32

2,27

2,88

2,85

2,80

2,75

2,90

3,04

3,02

3,01

3,54

3,20

3,18

3,16

4,17

11,50

ε = screw-to-grain angle SHEAR

TENSION

steel-to-timber ε=0°

thread withdrawal ε=0°

steel tension

RV,0,k

Rax,0,k

Rtens,k

[kN]

1,5 mm 2,0 mm 2,5 mm 3,0 mm 4,0 mm 5,0 mm 6,0 mm

geometry

SPLATE

L b

[mm]

[mm] SPLATE

[mm]

1,10

1,09

1,08

1,07

1,05

0,68

1,25

1,24

1,23

1,22

1,21

1,19

0,87

1,42

1,41

1,40

1,39

1,37

1,35

1,06

1,60

1,59

1,58

1,57

1,55

1,53

1,25

11,50

ε = screw-to-grain angle

NOTES and GENERAL PRINCIPLES on page 243.

TIMBER | LBS HARDWOOD | 241

STRUCTURAL VALUES | HARDWOOD

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

TENSION

steel-hardwood ε=90°

geometry

thread withdrawal ε=90°

steel tension

SPLATE

L b

RV,90,k

Rax,90,k

Rtens,k

[mm]

[mm] SPLATE

[mm]

[kN]

1,5 mm 2,0 mm 2,5 mm 3,0 mm 4,0 mm 5,0 mm 6,0 mm

40 50 60 70

36 46 56 66

4,08 5,21 6,35 7,48

11,50

3,56 3,88 4,16 4,44

3,54 3,88 4,16 4,44

3,51 3,88 4,16 4,44

3,49 3,88 4,16 4,44

3,44 3,88 4,16 4,44

3,36 3,85 4,13 4,42

3,29 3,82 4,10 4,39

SHEAR

TENSION

steel-hardwood ε=0°

geometry

thread withdrawal ε=0°

steel tension

SPLATE

L b

RV,0,k

Rax,0,k

Rtens,k

[mm]

[mm] SPLATE

[mm]

[kN]

1,5 mm 2,0 mm 2,5 mm 3,0 mm 4,0 mm 5,0 mm 6,0 mm

40 50 60 70

36 46 56 66

1,22 1,56 1,90 2,24

11,50

1,51 1,76 2,04 2,19

1,50 1,75 2,03 2,19

1,49 1,74 2,02 2,19

1,48 1,74 2,01 2,19

1,47 1,72 1,99 2,19

1,45 1,69 1,96 2,18

1,42 1,67 1,93 2,17

ε = screw-to-grain angle

STRUCTURAL VALUES | BEECH LVL SHEAR geometry

TENSION

steel-beech LVL

thread withdrawal flat

steel tension

SPLATE

L b

RV,90,k

Rax,90,k

Rtens,k

[mm]

[mm] SPLATE

[mm]

[kN]

40 50 60 70

36 46 56 66

7,56 9,66 11,76 13,86

11,50

1,5 mm 2,0 mm 2,5 mm 3,0 mm 4,0 mm 5,0 mm 6,0 mm 5,24 5,76 6,22 6,22

5,24 5,76 6,22 6,22

NOTES and GENERAL PRINCIPLES on page 243.

242 | LBS HARDWOOD | TIMBER

5,24 5,76 6,22 6,22

5,18 5,71 6,22 6,22

5,13 5,66 6,18 6,22

STRUCTURAL VALUES GENERAL PRINCIPLES

NOTES | TIMBER (SOFTWOOD)

• Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• The characteristic steel-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector.

• Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

Rax,d = min

Rax,k kmod γM Rtens,k γM2

• The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different values of ρk , the strength values in the table (timber-to-timber shear, steel-to-timber shear and tensile) can be converted by means of the coefficient kdens.

R’V,k = kdens,v RV,k R’ax,k = kdens,ax Rax,k R’head,k ρ = kdens,ax Rhead,k k

350

380

385

405

425

430

440

C-GL

C24

C30

GL24h

GL26h

GL28h

GL30h

GL32h

kdens,v

0,90

0,98

1,00

1,02

1,05

1,07

kdens,ax

0,92

0,98

1,00

1,04

1,08

1,09

1,11

[kg/m3 ]

Strength values thus determined may differ, for higher safety standards, from those resulting from an exact calculation.

Fv,d Rv,d

Fax,d Rax,d

≥ 1

• In the case of steel-to-timber connections with a thick plate, it is necessary to assess the effects of timber deformation and install the connectors according to the assembly instructions.

NOTES | HARDWOOD • The characteristic steel-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector. • In the case of screws inserted with pre-drilling hole, higher strength values can be achieved. • The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains and the connector. • For the calculation process a mass density equal to ρk = 550 kg/m3 has been considered for hardwood (oak) elements.

MINIMUM DISTANCES NOTES | TIMBER • The minimum distances comply with EN 1995:2014, according to ETA-11/0030, considering a timber element mass density of 420 kg/m3 < ρk ≤ 500 kg/m3. • In the case of timber-to-timber joints, the minimum spacing (a1 , a2) can be multiplied by a coefficient of 1,5.

• In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5.

TIMBER | LBS HARDWOOD | 243

LBS HARDWOOD EVO

ETA-11/0030

ROUND HEAD SCREW FOR PLATES ON HARDWOODS C4 EVO COATING The atmospheric corrosion strength class (C4) of the C4 EVO coating was tested by the Research Institutes of Sweden - RISE. Coating suitable for use in applications on wood with an acidity level (pH) greater than 4, such as spruce, larch and pine (see page 314).

HARDWOOD CERTIFICATION Special tip with embossed slit elements. ETA-11/0030 certification allows for use with high density timber without any pre-drill. Approved for structural applications subject to stresses in any direction vs the grain.

ROBUSTNESS The inner core diameter of the screw has been enlarged compared to the LBS version to ensure screwing in higher density woods. The cylindrical under head is designed for fastening mechanical elements and producing an interlocking effect with the plate hole that provides excellent static perfornances. BIT INCLUDED

DIAMETER [mm] lbsh evo 3,5

LENGTH [mm] 25

200 200

SERVICE CLASS SC1

SC2

SC3

SC4

ATMOSPHERIC CORROSIVITY C1

WOOD CORROSIVITY T1

MATERIAL

EVO COATING

carbon steel with C4 EVO coating

FIELDS OF USE • • • • •

244 | LBS HARDWOOD EVO | TIMBER

timber based panels solid timber and glulam CLT and LVL high density woods ACQ, CCA treated timber

CODES AND DIMENSIONS d1

CODE

[mm] 5 TX 20

[mm]

pcs

CODE

[mm]

pcs

LBSHEVO580

200

LBSHEVO760

100

LBSHEVO5100

100

200

LBSHEVO780

100

LBSHEVO5120

120

116

200

LBSHEVO7100

100

LBSHEVO7120

120

115

100

7 TX 30

LBSHEVO7160

160

155

100

LBSHEVO7200

200

195

100

GEOMETRY AND MECHANICAL CHARACTERISTICS dUK dK

d2 d1

dV,steel t1

Nominal diameter Head diameter Thread diameter Underhead diameter Head thickness Hole diameter on steel plate Pre-drilling hole diameter(1) Pre-drilling hole diameter(2) Characteristic tensile strength Characteristic yield moment

b L d1 dK d2 dUK t1 dV,steel dV,S dV,H ftens,k My,k

[mm] [mm] [mm] [mm] [mm] [mm] [mm] [mm] [kN] [Nm]

5 7,80 3,48 4,90 2,45 5,0÷5,5 3,0 3,5 11,5 9,0

7 11,00 4,85 7,00 3,50 7,5÷8,0 4,0 5,0 21,5 21,5

(1) Pre-drilling valid for softwood. (2) Pre-drilling valid for hardwood and beech LVL.

The mechanical parameters are obtained analytically and validated by experimental tests (LBS H EVO Ø7) .

softwood (softwood)

oak, beech (hardwood)

ash (hardwood)

beech LVL (Beech LVL)

Withdrawal resistance parameter

fax,k

[N/mm2]

11,7

22,0

30,0

42,0

Head-pull-through parameter

fhead,k [N/mm2]

10,5

Associated density

ρa

[kg/m3]

350

530

730

Calculation density

ρk

[kg/m3]

≤ 440

≤ 590

590 ÷ 750

For applications with different materials please see ETA-11/0030.

HYBRID STEEL-TIMBER STRUCTURES The LBSHEVO Ø7 mm screws are suitable for custom-designed connections, which are characteristic of steel structures. Maximum performance in hardwoods combined with the strengths of steel plates.

T3 TIMBER CORROSIVITY Coating suitable for use in applications on wood with an acidity level (pH) greater than 4, such as spruce, larch, pine, ash and birch (see page 314).

TIMBER | LBS HARDWOOD EVO | 245

MINIMUM DISTANCES FOR SHEAR LOADS | STEEL-TO-TIMBER ρk > 420 kg/m3

screws inserted WITHOUT pre-drilled hole

α=0°

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

5 53 25 100 75 35 35

15∙d∙0,7 7∙d∙0,7 20∙d 15∙d 7∙d 7∙d

7 74 34 140 105 49 49

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

α=90° 5 25 25 75 75 60 35

7∙d∙0,7 7∙d∙0,7 15∙d 15∙d 12∙d 7∙d

7 34 34 105 105 84 49

screws inserted WITH pre-drilled hole

α=0°

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

5 18 11 60 35 15 15

5∙d∙0,7 3∙d∙0,7 12∙d 7∙d 3∙d 3∙d

7 25 15 84 49 21 21

d1 a1 a2 a3,t a3,c a4,t a4,c

[mm] [mm] [mm] [mm] [mm] [mm] [mm]

α=90° 5 14 14 35 35 35 15

4∙d∙0,7 4∙d∙0,7 7∙d 7∙d 7∙d 3∙d

7 20 20 49 49 49 21

α = load-to-grain angle d = d1 = nominal screw diameter stressed end -90° < α < 90°

a2 a2

unloaded end 90° < α < 270°

F a3,t

unload edge 180° < α < 360°

F α

a1 a1

stressed edge 0° < α < 180°

F α

a4,t

F a4,c

a3,c

NOTES • The minimum distances comply with EN 1995:2014, according to ETA-11/0030, considering a timber element mass density of 420 kg/m3 < ρk ≤ 500 kg/m3. • In the case of timber-to-timber joints, the minimum spacing (a1 , a2) can be multiplied by a coefficient of 1,5.

• In the case of joints with elements in Douglas fir (Pseudotsuga menziesii), the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5.

Ref,V,k

a1 a1

Ref,V,k = nef RV,k

The nef value is given in the table below as a function of n and a1 .

2 3 4 5

4∙d 1,41 1,73 2,00 2,24

5∙d 1,48 1,86 2,19 2,49

6∙d 1,55 2,01 2,41 2,77

7∙d 1,62 2,16 2,64 3,09

( * ) For intermediate a values a linear interpolation is possible. 1

246 | LBS HARDWOOD EVO | TIMBER

8∙d 1,68 2,28 2,83 3,34

a 1( * ) 9∙d 1,74 2,41 3,03 3,62

10∙d 1,80 2,54 3,25 3,93

11∙d 1,85 2,65 3,42 4,17

12∙d 1,90 2,76 3,61 4,43

13∙d 1,95 2,88 3,80 4,71

≥ 14∙d 2,00 3,00 4,00 5,00

STRUCTURAL VALUES | TIMBER

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

TENSION

steel-to-timber ε=90°

geometry

thread withdrawal ε=90°

steel tension

SPLATE

L b

RV,90,k

Rax,90,k

Rtens,k

[mm]

[mm] SPLATE

[mm]

[kN]

6,0 mm

2,0 mm

2,5 mm

3,0 mm

4,0 mm

5,0 mm

3,35

3,34

3,32

4,80

100

3,67

3,65

3,64

6,06

120

116

3,98

3,97

3,95

7,32

SPLATE

1,5 mm

3,0 mm

4,0 mm

5,0 mm

6,0 mm

2,81

3,02

3,50

3,99

8,0 mm 10,0 mm 12,0 mm 4,37

4,25

4,12

4,86

3,80

3,98

4,43

4,90

5,34

5,29

5,25

6,63

100

4,75

4,89

5,18

5,50

5,78

5,73

5,69

8,40

120

115

5,19

5,35

5,66

5,96

6,22

6,17

6,13

10,16

11,50

160

155

5,30

5,56

6,10

6,62

7,10

7,06

7,01

13,70

200

195

5,30

5,61

6,24

6,86

7,49

17,24

21,50

ε = screw-to-grain angle SHEAR

TENSION

steel-to-timber ε=0°

geometry

thread withdrawal ε=0°

steel tension

SPLATE

L b

RV,90,k

Rax,90,k

Rtens,k

[mm]

[mm] SPLATE

[mm]

[kN]

[kN] -

80 5

1,5 mm

2,0 mm

2,5 mm

3,0 mm

4,0 mm

5,0 mm

6,0 mm

1,72

1,71

1,44

100

1,82

1,81

1,82

120

116

1,91

1,90

2,20

3,0 mm

4,0 mm

5,0 mm

6,0 mm

SPLATE

8,0 mm 10,0 mm 12,0 mm

1,12

1,23

1,48

1,73

1,95

1,92

1,88

1,46

1,52

1,63

1,88

2,14

2,35

2,31

2,27

1,99

100

1,91

2,04

2,31

2,58

2,81

2,76

2,72

2,52

120

115

2,31

2,41

2,64

2,88

3,11

3,10

3,08

3,05

160

155

2,70

2,80

3,00

3,19

3,38

3,36

3,35

4,11

200

195

2,97

3,07

3,26

3,46

3,64

3,63

3,61

5,17

11,50

21,50

ε = screw-to-grain angle NOTES and GENERAL PRINCIPLES on page 249.

TIMBER | LBS HARDWOOD EVO | 247

STRUCTURAL VALUES | HARDWOOD

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

TENSION

steel-to-timber ε=90°

geometry

thread withdrawal ε=90°

steel tension

SPLATE

L b

RV,90,k

Rax,90,k

Rtens,k

[mm]

[mm] SPLATE

[mm]

[kN]

2,0 mm

2,5 mm

3,0 mm

4,0 mm

5,0 mm

6,0 mm

4,73

4,70

4,67

8,61

100

5,15

10,88

120

116

5,15

13,14

3,0 mm

4,0 mm

5,0 mm

6,0 mm

4,01

4,33

5,07

5,83

SPLATE 60

1,5 mm

8,0 mm 10,0 mm 12,0 mm 6,43

6,22

11,50

6,02

8,72

5,42

5,65

6,21

6,80

7,33

7,25

7,17

11,90

100

6,33

6,60

7,15

7,67

8,12

8,04

7,97

15,07

120

115

6,33

6,70

7,45

8,20

8,92

8,84

8,76

18,24

160

155

6,33

6,70

7,45

8,20

8,95

24,59

200

195

6,33

6,70

7,45

8,20

8,95

30,93

21,50

ε = screw-to-grain angle

SHEAR

TENSION

steel-to-timber ε=0°

geometry

thread withdrawal ε=0°

steel tension

SPLATE

L b

RV,90,k

Rax,90,k

Rtens,k

[mm]

[mm] SPLATE

[mm]

[kN]

[kN] -

80 5

1,5 mm

2,0 mm

2,5 mm

3,0 mm

4,0 mm

5,0 mm

6,0 mm

2,27

2,26

2,58

100

2,44

2,43

3,26

120

116

2,61

2,60

3,94

3,0 mm

4,0 mm

5,0 mm

6,0 mm

SPLATE

8,0 mm 10,0 mm 12,0 mm

1,61

1,75

2,08

2,41

2,69

2,63

2,57

2,62

2,17

2,34

2,70

3,06

3,37

3,30

3,23

3,57

100

2,73

2,88

3,23

3,59

3,92

3,90

3,88

4,52

120

115

3,30

3,40

3,65

3,92

4,16

4,14

4,12

5,47

160

155

3,85

3,96

4,20

4,43

4,64

4,62

4,59

7,38

200

195

4,00

4,17

4,49

4,81

5,11

5,09

5,07

9,28

ε = screw-to-grain angle

248 | LBS HARDWOOD EVO | TIMBER

11,50

21,50

STRUCTURAL VALUES | BEECH LVL

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

TENSION

steel-beech LVL

thread withdrawal flat

steel tension

SPLATE

L b

RV,90,k

Rax,90,k

Rtens,k

[mm]

[mm] SPLATE

[mm]

[kN]

80 100 120

76 96 116

SPLATE 60 80 100 120 160 200

55 75 95 115 155 195

1,5 mm

2,0 mm

2,5 mm

3,0 mm

4,0 mm

5,0 mm

6,0 mm

6,22 6,22 6,22

15,96 20,16 24,36

11,50

3,0 mm

4,0 mm

5,0 mm

6,0 mm

8,0 mm 10,0 mm 12,0 mm

7,14 8,44 8,44 8,44 8,44 8,44

7,44 8,85 8,85 8,85 8,85 8,85

8,22 9,68 9,68 9,68 9,68 9,68

9,06 10,51 10,51 10,51 10,51 10,51

9,79 11,26 11,34 11,34 11,34 11,34

16,17 22,05 27,93 33,81 45,57 57,33

21,50

9,64 11,11 11,93 11,93 11,93 11,93

9,49 10,96 11,93 11,93 11,93 11,93

ε = screw-to-grain angle

Rd =

Rk kmod γM

• The values in the table are evaluated considering mechanical strength parameters of the Ø7 EVO screws obtained analytically and validated by experimental tests.

NOTES | TIMBER

The coefficients γM and kmod should be taken according to the current regulations used for the calculation.

• The characteristic timber-to-timber shear strengths were evaluated considering both an ε angle of 90° (RV,90,k) and 0° (RV,0,k) between the grains of the second element and the connector.

• The tensile design strength of the connector is the lower between the timber-side design strength (Rax,d) and the steel-side design strength (Rtens,d).

• In the case of screws inserted with pre-drilling hole, higher strength values can be achieved.

Rax,d = min

Rax,k kmod γM Rtens,k γM2

• For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030. • Sizing and verification of the timber elements and metal plates must be done separately. • The characteristic shear strength are calculated for screws inserted without pre-drilling hole. • The screws must be positioned in accordance with the minimum distances. • The thread withdrawal characteristic strength has been evaluated considering a fixing length equal to b. • The characteristic shear-strength value for LBSH EVO Ø5 nails has been evaluated assuming a plate thickness = SPLATE, always considering the case of thick plates according to ETA-11/0030 (SPLATE ≥ 1,5 mm). • The characteristic shear-strength value for LBSH EVO Ø7 screws has been evaluated assuming a plate thickness = SPLATE, and considering the thin (SPLATE ≤ 3,5 mm) intermediate (3,5 mm < SPLATE < 7,0 mm) or thick (SPLATE ≥ 7 mm) plate case.

• The characteristic thread withdrawal resistances were evaluated considering both an ε angle of 90° (Rax,90,k) and of 0° (Rax,0,k) between the grains and the connector. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. For different values of ρk , the strength values in the table (timber-to-timber shear, steel-to-timber shear and tensile) can be converted by means of the coefficient kdens (see page 243).

NOTES | HARDWOOD • For the calculation process a mass density equal to ρk = 550 kg/m3 has been considered for hardwood (oak) elements.

• In the case of combined shear and tensile stress, the following verification must be satisfied:

Fv,d Rv,d

Fax,d Rax,d

≥ 1

• In the case of steel-to-timber connections with a thick plate, it is necessary to assess the effects of timber deformation and install the connectors according to the assembly instructions.

TIMBER | LBS HARDWOOD EVO | 249

LBA

ETA-22/0002

HIGH BOND NAIL EXCELLENT PERFORMANCE The new LBA nails have shear strength values among the highest on the market and make it possible to certify characteristic nail strengths that more closely approximate actual experimental strengths.

CERTIFIED ON CLT AND LVL Tested and certified values for plates on CLT substrates. Its use is also certified on LVL.

25°

LBA 25 PLA

LBA BINDED The nail is also available in a bound version with the same ETA certification and therefore the same high performance.

STAINLESS STEEL VERSION The nails are also available with the same certification from ETA in A4|AISI316 stainless steel for outdoor applications, with very high strength values.

34°

LBA 34 PLA

DIAMETER [mm]

LENGTH [mm]

6 40

100

200

MATERIAL

electrogalvanized carbon steel

SC1 III) SC2 C1 T1 C2 A4 | AISI316 austenitic stainless steel (CRC

ELECTRO PLATED

AISI 316

SC1

SC2 C1

SC3 T1 C2

SC4 T2 C3

SC3 T2 C3

SC4 T3 C4

T4 C5

T3 C4

T4 C5

LBA COIL

FIELDS OF USE • • • • •

250 | LBA | TIMBER

timber based panels fibreboard and MDF panels solid timber glulam (Glued Laminated Timber) CLT, LVL

CAPACITY DESIGN The strength values are much closer to the actual experimental strengths, so capacity design can be performed more reliably.

WKR Values also tested, certified and calculated for fastening standard Rothoblaas plates. Using the nailer speeds up and facilitates installation.

TIMBER | LBA | 251

Use with NINO angle brackets allows for some of the most versatile applications: even for beam-to-beam joints.

LBA achieves the highest performance together with the WKR angle brackets with the specific strength values on CLT.

GEOMETRY AND MECHANICAL CHARACTERISTICS

d1 dE

dV,steel

LBA

LBAI

Nominal diameter

[mm]

Head diameter

[mm]

8,00

12,00

8,00

External diameter

[mm]

4,40

6,60

4,40

Head thickness

[mm]

1,50

2,00

1,50

Hole diameter on steel plate

dV,steel

[mm]

5,0÷5,5

7,0÷7,5

5,0÷5,5

Pre-drilling hole diameter(1)

[mm]

3,0

4,5

3,0

Characteristic yield moment

My,k

[Nm]

6,68

20,20

7,18

fax,k

[N/mm2]

6,43

8,37

6,42

ftens,k

[kN]

6,5

17,0

6,5

Characteristic withdrawal-resistance parameter(2) (3) Characteristic tensile strength

(1) Pre-drilling valid for softwood. (2) Valid for softwood - maximum density 500 kg/m3. Associated density ρ = 350 kg/m3. a (3) Valid for LBA460 | LBA680 | LBAI450. For other nail lengths refer to ETA-22/0002.

252 | LBA | TIMBER

CODES AND DIMENSIONS Zn

LOOSE NAILS LBA d1

ELECTRO PLATED

CODE

[mm]

pcs

[mm]

LBA440

250

LBA450

250

LBA460

250

LBA4100

100

250

LBA660

250

LBA680

250

LBA6100

100

250

4 d1

25°

CODE

[mm]

2000

LBA25PLA450

2000

LBA25PLA460

2000

250

ELECTRO PLATED

CODE

[mm]

pcs

LBA34PLA440

2000

LBA34PLA450

2000

LBA34PLA460

2000

34° Compatible with 34° strip magazine nailgun

ATEU0116 and gas nailgun HH12100700.

ELECTRO PLATED

CODE

[mm]

LBACOIL450

1600

LBACOIL460

1600

[mm] LBACOIL440

[mm]

LBA COIL - 15° plastic roll binding

[mm]

pcs

LBA 34 PLA - plastic stick binding 34°

ROLL-BOUND NAILS

LBAI450

pcs

LBA25PLA440

ELECTRO PLATED

Compatible with Anker 25° nailgun HH3522.

15°

CODE

STRIP-BOUND NAILS LBA 25 PLA - plastic stick binding 25° [mm]

d1 [mm]

LBA475

AISI 316

LBAI A4 | AISI316

pcs 1600

Compatible with nailgun TJ100091.

NOTE: LBA, LBA 25 PLA, LBA 34 PLA and LBA COIL available in hot-dip galvanised version on request.

RELATED PRODUCTS

LBA HIGH BOND NAIL 25°

LBA 25 PLA

page 250

34°

LBA 34 PLA

LBA COIL

406 | ANKER NAILGUNS | COMPLEMENTARY PRODUCTS

D 38 RLE 4-SPEED DRILL DRIVER • Rated power consumption: 2000 W • For inserting long screws and threaded rods • No. of revolutions under load in 1st, 2nd, 3rd and 4th speeds: 120 - 210 - 380 - 650 U/min • Weight: 8,6 kg • Mandrel connection: conical MK 3

CODES AND DIMENSIONS CODE

description

pcs

DUD38RLE

4-speed screwdriver

ACCESSORIES FRICTION

SCREW HANDLE

MANDREL

• Tightening torque 200 Nm • Square connection 1/2”

• Increased safety

• Opening 1-13 mm

CODE

pcs

CODE

pcs

CODE

pcs

DUVSKU

DUD38SH

ATRE2014

ADAPTER 1

ADAPTER 2

SLEEVES

• For MK3

• For sleeve

• For RTR

CODE

pcs

CODE

pcs

CODE

ATRE2019

ATCS2010

RELATED PRODUCTS

pcs

ATCS007

16 mm

ATCS008

20 mm

RTR STRUCTURAL REINFORCEMENT SYSTEM

page 196 COMPLEMENTARY PRODUCTS | D 38 RLE | 407

CATCH

MANUALS

SCREWING DEVICE • Thanks to CATCH, even longer screws can be screwed on quickly and safely without the risk of the bit slipping • Particularly useful in case of screwing in corners, which usually do not allow exerting a great screwing force

CODES AND DIMENSIONS CODE

pcs

suitable screws HBS

VGS

VGZ

[mm]

CATCH

Ø8

Ø9

Ø9 [mm]

CATCHL

Ø10 | Ø12

Ø11 | Ø13

Further information on the use of the product can be found at www.rothoblaas.com.

TORQUE LIMITER TORQUE LIMITER • It decouples as soon as the maximum torque is reached, thus protecting the screw from excessive load, especially in metal plate applications • Also compatible with CATCH and CATCHL

CODES AND DIMENSIONS CODE

version

pcs

TORLIM18

18 Nm

TORLIM40

40 Nm

408 | CATCH | TORQUE LIMITER | COMPLEMENTARY PRODUCTS

JIG VGU TEMPLATE FOR VGU WASHER • The VGU JIG template ensures precision pre-drilling and facilitates the VGS 45° screws fastening inside the washer • Essential for perfect hole centring • For diameters from 9 to 13 mm

CODES AND DIMENSIONS CODE

washer

pcs

[mm]

JIGVGU945

VGU945

5,5

JIGVGU1145

VGU1145

6,5

JIGVGU1345

VGU1345

8,5

NOTE:Further information on page 190.

JIG VGZ 45°

MANUALS

TEMPLATE FOR 45° SCREWS • For diameters from 7 to 11 mm • Screw length indicators • Screws can be inserted in double 45° mitre cuts

CODES AND DIMENSIONS CODE JIGVGZ45

description

pcs

steel template for screws at 45°

For detailed information on the use of the template, please see the installation manual on the website (www.rothoblaas.com).

COMPLEMENTARY PRODUCTS | JIG VGU | JIG VGZ 45° | 409

BIT STOP DRIVER BIT HOLDER WITH END STOP • With O-ring to prevent wood damage at end of travel • The internal device automatically stops the driver bit holder when it reaches the preset depth

CODES AND DIMENSIONS CODE

AT4030

Ø tip

Ø counterbore cutter

[mm]

adjustable depth

pcs

DRILL STOP COUNTERBORE CUTTER WITH DEPTH STOP • Particularly indicated for build terraces • The rotating depth stop stops at the workpiece and leaves no marks on the material

CODES AND DIMENSIONS CODE

Ø tip

Ø counterbore cutter

[mm]

F3577040

F3577050

F3577060

F3577504

set 4, 5, 6

410 | BIT STOP | DRILL STOP | COMPLEMENTARY PRODUCTS

pcs

JIG ALU STA DRILLING TEMPLATE FOR ALUMIDI AND ALUMAXI • Position, drill, done! For drilling dowel holes easily, quickly and precisely • It allows to drill precise holes for both ALUMIDI and ALUMAXI in a template

CODES AND DIMENSIONS CODE JIGALUSTA

[mm]

164

298

pcs 1

COLUMN RIGID AND INCLINED DRILLING COLUMN • For precise holes perpendicular to the work surface

1-3

2-4

CODES AND DIMENSIONS

1 2 3 4

CODE

version

F1403462 F1404462 F1403652 F1404652

rigid inclined rigid inclined

for bits length

hole depth

pcs

[mm] 460 460 650 650

[mm] 310 250 460 430

[mm] approx. 630 approx. 630 approx. 810 approx. 810

1 1 1 1

COMPLEMENTARY PRODUCTS | JIG ALU STA | COLUMN | 411

BEAR TORQUE WRENCH • Precise tightening torque control • Essential when screwing full thread screws into a metal plate • Wide adjustment range

BEAR

BEAR2

CODES AND DIMENSIONS weight

tightening torque

CODE

dimensions

pcs

[mm]

[g]

[Nm]

BEAR

395 x 60 x 60

1075

10 - 50

BEAR2

535 x 60 x 60

1457

40 - 200

With 1/2'' square drive.

CRICKET 8 SIZES RATCHETING WRENCH • Ratchet spanner with through hole and 8 bushings of varying sizes • 4 ring spanners in a single tool

CODES AND DIMENSIONS CODE

CRICKET

dimensions / thread

length

[SW / M]

[mm]

10 / M6 - 13 / M8 14 / (M8) - 17 / M10 19 / M12 - 22 / M14 24 / M16 - 27 / M18

340

412 | BEAR | CRICKET | COMPLEMENTARY PRODUCTS

pcs

WASP

MANUALS ANNUAL REPORT REUSABLE 2006/42/CE

HOOK FOR TIMBER ELEMENTS TRANSPORT • Fastened with just one screw, it allows significant time savings due to its quick assembly and disassembly • The lifting hook can be used for both axial and lateral loads • Certified pursuant to the Machinery Directive 2006/42/EC

CODES AND DIMENSIONS CODE

max. capacity

WASP WASPL

1300 kg 1600kg

suitable screws

pcs

VGS Ø11 - HBS Ø10 VGS Ø11 - VGS Ø13 - HBS Ø12

2 1

RAPTOR

MANUALS REUSABLE 2006/42/CE

TRANSPORT PLATE FOR TIMBER ELEMENTS • Multiple application possibilities with the choice of 2, 4 or 6 screws depending on the load. • The lifting plate can be used for both axial and lateral loads • Certified pursuant to the Machinery Directive 2006/42/EC

CODES AND DIMENSIONS CODE RAP220100

max. capacity

suitable screws

pcs

3150 kg

HBS PLATE Ø10mm

COMPLEMENTARY PRODUCTS | WASP | RAPTOR | 413

LEWIS DRILL BITS FOR DEEP DRILLING IN EUROPEAN SOFT AND HARDWOODS • In alloy tool steel • With round-section twist flute, threaded tip, very high quality main cutting edge and roughing tooth • Version with independent head and hex shank (starting from Ø8 mm)

CODES AND DIMENSIONS CODE F1410205 F1410206 F1410207 F1410208 F1410210 F1410212 F1410214 F1410216 F1410218 F1410220 F1410222 F1410224 F1410228 F1410230 F1410232 F1410242 F1410305 F1410306 F1410307 F1410308 F1410309 F1410310 F1410312 F1410314 F1410316 F1410318 F1410320 F1410322 F1410324 F1410326 F1410328 F1410330 F1410332 F1410407 F1410408 F1410410 F1410412 F1410414 F1410416 F1410418 F1410420 F1410422 F1410424 F1410426

Ø tip

Ø shank

[mm]

5 6 7 8 10 12 14 16 18 20 22 24 28 30 32 42 5 6 7 8 9 10 12 14 16 18 20 22 24 26 28 30 32 7 8 10 12 14 16 18 20 22 24 26

4,5 5,5 6,5 7,8 9,8 11,8 13 13 13 13 13 13 13 13 13 13 4,5 5,5 6,5 7,8 8 9,8 11,8 13 13 13 13 13 13 13 13 13 13 6,5 7,8 9,8 11,8 13 13 13 13 13 13 13

235 235 235 235 235 235 235 235 235 235 235 235 235 235 235 235 320 320 320 320 320 320 320 320 320 320 320 320 320 320 320 320 320 460 460 460 460 460 460 460 460 460 460 460

160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 160 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 380 380 380 380 380 380 380 380 380 380 380

414 | LEWIS | COMPLEMENTARY PRODUCTS

pcs

CODE

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

F1410428 F1410430 F1410432 F1410440 F1410450 F1410612 F1410614 F1410616 F1410618 F1410620 F1410622 F1410624 F1410626 F1410628 F1410630 F1410632 F1410014 F1410016 F1410018 F1410020 F1410022 F1410024 F1410026 F1410028 F1410030 F1410032 F1410134 F1410136 F1410138 F1410140 F1410145 F1410150

Ø tip

Ø shank

[mm]

28 30 32 40 50 12 14 16 18 20 22 24 26 28 30 32 14 16 18 20 22 24 26 28 30 32 34 36 38 40 45 50

13 13 13 13 13 11,8 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13

460 460 460 460 460 650 650 650 650 650 650 650 650 650 650 650 1080 1080 1080 1080 1080 1080 1080 1080 1080 1080 1000 1000 1000 1000 1000 1000

380 380 380 380 380 535 535 535 535 535 535 535 535 535 535 535 1010 1010 1010 1010 1010 1010 1010 1010 1010 1010 535 535 535 535 535 535

total length

spiral length TL

pcs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

LEWIS - SET CODES AND DIMENSIONS CODE

Ø set

[mm]

pcs

F1410200

10, 12, 14, 16, 18, 20, 22, 24

235

160

F1410303

10, 12, 14, 16, 18, 20, 22, 24

320

255

F1410403

10, 12, 14, 16, 18, 20, 22, 24

460

380

SNAIL HSS TWIST DRILL BITS FOR HARDWOOD, MELAMINE-FACED BOARDS AND OTHER MATERIALS • Very high quality polished drill bits, with 2 main cutting edges and 2 roughing teeth • Special twist with smoothed flute for improved chip evacuation • Ideal for free hand and stationary use

CODES AND DIMENSIONS CODE

Ø tip

Ø shank

pcs

CODE

Ø tip

Ø shank

pcs

[mm]

F1594020

F1599209

250

180

F1594030

F1599210

250

180

F1594040

F1599212

250

180

F2108005

F1599214

250

180

F2108006

F1599216

250

180

F2108008

115

F1599605

460

380

F1594090

125

F1599606

460

380

F1594100

130

F1599607

460

380

F1594110

140

F1599608

460

380

F1594120

150

114

F1599609

460

380

F1599205

250

180

F1599610

460

380

F1599206

250

180

F1599612

460

380

F1599207

250

180

F1599614

460

380

F1599208

250

180

F1599616

460

380

SNAIL HSS - SET CODES AND DIMENSIONS CODE

Ø set

pcs

[mm] F1594835

3, 4, 5, 6, 8

F1594510

3, 4, 5, 6, 8, 10, 12, 13, 14, 16

COMPLEMENTARY PRODUCTS | SNAIL HSS | 415

SNAIL PULSE CARBIDE DRILL BIT IN HM WITH SDS DRILL CHUCK SHANK • For drilling concrete, reinforced concrete, masonry and natural stone. • The 4 spiral HM cutting edges ensure rapid forward movement.

CODES AND DIMENSIONS CODE

Ø tip

[mm]

pcs

DUHPV505

DUHPV510

100

DUHPV605

DUHPV610

100

DUHPV615

150

DUHPV810

100

1 1

DUHPV815

150

DUHPV820

200

DUHPV840

400

DUHPV1010

100

DUHPV1015

150

DUHPV1020

200

1 1

DUHPV1040

400

DUHPV1210

100

DUHPV1215

150

DUHPV1220

200

DUHPV1240

400

DUHPV1410

100

DUHPV1420

200

DUHPV1440

400

DUHPV1625

250

DUHPV1640

400

DUHPV1820

200

DUHPV1840

400

DUHPV2020

200

DUHPV2040

400

DUHPV2240

400

DUHPV2440

400

DUHPV2540

400

DUHPV2840

400

DUHPV3040

400

416 | SNAIL PULSE | COMPLEMENTARY PRODUCTS

BIT TORX BITS CODES AND DIMENSIONS BITS C 6.3 L

CODE

bit

colour

geometry

pcs

TX1025

TX 10

yellow

TX1525

TX 15

white

TX2025

TX 20

orange

TX2525

TX 25

red

TX3025

TX 30

purple

TX4025

TX 40

blue

TX5025

TX 50

green

TX1550

TX 15

white

TX2050

TX 20

orange

TX2550

TX 25

red

TX3050

TX 30

purple

TX4050

TX 40

blue

TX4050L(*)

TX 40

blue

TX5050

TX 50

green

TX1575

TX 15

white

TX2075

TX 20

orange

TX2575

TX 25

red

bit

colour

TXE3050

TX 30

purple

TXE4050

TX 40

blue

CODE

bit

colour

TX25150

TX 25

red

[mm]

(*)Special tip for CATCH L.

BITS L

6.3

CODE

geometry

pcs

[mm] 50

LONG BITS L

geometry

pcs

[mm] 150

200

TX30200

TX 30

200 purple200

350

TX30350

TX 30

purple3 50 350

150

TX40150

TX 40

blue

200

TX40200

TX 40

blue 200

350

TX40350

TX 40

blue 350

520

TX40520

TX 40

blue 520

150

TX50150

TX 50

green

DRIVER BIT HOLDER CODE

description

TXHOLD

60 mm - magnetic

geometry

pcs 5

COMPLEMENTARY PRODUCTS | BIT | 417

Rotho Blaas Srl does not guarantee the legal and/or design conformity of data and calculations, as Rotho Blass provides indicative tools such as technical-commercial service within the sales activity. Rotho Blaas Srl follows a policy of continuous development of its products, thereby reserving the right to modify their characteristics, technical specifications and other documentation without notice. The user or the designer are responsible to verify, at each use, the conformity of the data to the regulations in force and to the project. The ultimate responsibility for choosing the appropriate product for a specific application lies with the user/designer. The values resulting from "experimental investigations" are based on the actual test results and valid only for the test conditions specified. Rotho Blaas Srl does not guarantee and in no case can be held responsible for damages, losses and costs or other consequences, for any reason (warranty for defects, warranty for malfunction, product or legal responsibility, etc.) deriving from the use or inability to use the products for any purpose; from non-conforming use of the product; Rotho Blaas Srl is not liable in any way for any errors in printing and/or typing. In the event of differences between the contents of the catalogue versions in the various languages, the Italian text is binding and takes precedence with respect to the translations. The latest version of the data sheets available can be found on the Rotho Blaas website. Pictures are partially completed with accessories not included. Images are for illustration purposes only. The use of third party logos and trademarks in this catalogue is subject to the terms and conditions set out in the general conditions of purchase, unless otherwise agreed with the supplier. Packaged quantities may vary. This catalogue is private property of Rotho Blaas Srl and may not be copied, reproduced or published, totally or in part, without prior written consent. All violations will be prosecuted according to law. The general purchase and sale conditions of Rotho Blaas Srl are available on the website www.rothoblaas.com All rights reserved. Copyright © 2023 by Rotho Blaas Srl All renderings © Rotho Blaas Srl

Solutions for Building Technology

FASTENING AIRTIGHTNESS AND WATERPROOFING SOUNDPROOFING FALL PROTECTION TOOLS AND MACHINES

Rotho Blaas Srl Via dell‘Adige N.2/1 | 39040, Cortaccia (BZ) | Italia Tel: +39 0471 81 84 00 | Fax: +39 0471 81 84 84 info@rothoblaas.com | www.rothoblaas.com

01SCREWS3EN

08|23

Rothoblaas is the multinational Italian company that has made innovative technology its mission, making its way to the forefront for timber buildings and construction safety in just a few years. Thanks to its comprehensive product range and the technically-prepared and widespread sales network, the company promotes the transfer of its knowhow to the customers and aims to be a prominent and reliable partner for developing and innovating products and building methods. All of this contributes to a new culture of sustainable construction, focused on increasing comfortable living and reducing CO2 emissions.