SCREWS AND CONNECTORS FOR TIMBER 2021 by Rothoblaas

SCREWS AND CONNECTORS FOR WOOD CARPENTRY, STRUCTURES AND OUTDOOR

CARPENTRY

STRUCTURES

131

HTS.................................................. 18

VGZ................................................138

SHS..................................................22

VGZ EVO FRAME........................162

SHS AISI410...................................24

VGZ EVO......................................170

HBS..................................................26

VGZ HARDWOOD...................... 176

HBS EVO........................................46

VGS................................................186

HBS COIL.......................................52

VGU.............................................. 200

HBS SOFTWOOD.........................54

RTR............................................... 206

HBS SOFTWOOD BULK..............58

DGZ...............................................210

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

SBD ...............................................218

TBS..................................................66

CTC...............................................224

TBS EVO........................................ 84

SKR | SKS......................................232

XYLOFON WASHER.................... 90

SKR-E | SKS-E............................. 236

HBS PLATE.....................................92 HBS PLATE EVO............................98 LBS.................................................102 LBA................................................106 KOP............................................... 112 DRS................................................ 118 DRT................................................120 MBS...............................................122 DWS...............................................124 DWS COIL....................................125 THERMOWASHER......................126 ISULFIX.......................................... 127

CONTENTS

OUTDOOR

243

TIMBER-TO-METAL

339

KKT COLOR A4 | AISI316......... 256

SBS - SPP.................................... 340

KKT A4 | AISI316........................ 260

SBS A2 | AISI304........................ 342

KKT COLOR................................ 264

SBN - SBN A2 | AISI304........... 344

KKZ A2 | AISI304........................ 268

WBAZ........................................... 346

KWP A2 | AISI305.......................270

TBS EVO...................................... 348

KKA AISI410.................................272

MTS A2 | AISI304....................... 349

KKA COLOR.................................274

MCS A2 | AISI304...................... 350

EWS...............................................276 KKF AISI410................................. 280 SCI A4 | AISI316.......................... 284 SCI A2 | AISI305......................... 286 SCA A2 | AISI304....................... 290

COMPLEMENTARY PRODUCTS

355

HBS PLATE EVO......................... 292 HBS EVO......................................293 TBS EVO...................................... 294 VGZ EVO..................................... 295 FLAT | FLIP.................................. 296 TVM.............................................. 300 GAP.............................................. 304 TERRALOCK............................... 308 GROUND COVER.......................312 NAG...............................................313 GRANULO....................................314 TERRA BAND UV........................316 PROFID......................................... 317 JFA.................................................318 SUPPORT.....................................322 ALU TERRACE............................ 328 STAR............................................. 334 SHIM..............................................335

A 10 M.......................................... 356 A 18 M BL.................................... 356 KMR 3373.....................................357 KMR 3372.....................................357 KMR 3338.................................... 358 KMR 3352.................................... 358 IMPULS.........................................359 B 13 B............................................359 BIT................................................ 360 JIG ALU STA.................................361 JIG ALU SBD................................361 D 38 RLE...................................... 362 DRILL STOP................................ 363 BIT STOP..................................... 363 LEWIS........................................... 364 SNAIL HSS................................... 366 JIG VGZ 45°.................................367 JIG VGU........................................367

QUALITY CONTROL PRODUCTION PHASES CONTROLS Rothoblaas designs, tests, manufactures, certifies and markets its products under its own name and brand. The manufacturing process is systematically checked during each phase (FPC), the whole procedure strictly monitored and controlled to ensure compliance and quality at each stage.

RAW MATERIAL

HEAD MOULDING

NOTCHING THE TIP

Steel wire enters the plant after being inspected and the wire coils are carefully washed

Multiple gold presses to engrave name and length of the screw

Precise notch, set back from the self-perforating tip

CUTTING TO LENGTH

ROLLING

The steel wire is inserted in the all-in-one machine

Creation of the cutter and the thread down to the tip

QUALITY OF THE STEEL With the steel annealing and tempering process, Rothoblaas screws obtain the perfect balance between resistance (fyk = 1000 N/mm2) and ductility (excellent possibility of bending), thanks to high-level engineering know-how.

TRACEABILITY During the production process each screw is assigned an identifying code (batch number) which guarantees the traceability of raw materials before the product is placed on the market.

4 | QUALITY CONTROL

CE - ETA - DoP As manufacturer, Rothoblaas is responsible for its products covered by ETA. These products must be provided with CE marking, normally on the label, which ensures legal validity and must show the following information:

1. IDENTIFICATION OF THE PRODUCER 2. ETA number 3. Declaration of performance 1 ------------------------Rotho Blaas 2 ------------------------ETA-11/0030 3 ------------------------DoP: HBS_DoP_ETA110030 (www.rothoblaas.com)

PACKAGING AND LABELLING

QUALITY CHECK AT ROTHOBLAAS

A mechanized line providing packaging and labelling

The FPC procedure continues with a second stage of geometric and mechanical checks carried out at Rothoblaas

HEAT TREATMENT/ GALVANIZING AND WAXING Special furnace hardening process with controlled temperature evolution and zinc plated in an electrolytic tank followed by anti-friction waxing

STORAGE Acceptance of the incoming goods and sampling by the Quality Check Laboratory

SELLING AND TRACEABILITY With the batch number and the selling order it is possible to track all the manufacturing phases: the customer can be sure to obtain a certified quality product

CONTROLS A. Verification, check and registration of the incoming raw materials B. Geometric inspection according to regulated tolerances and calibration C. Mechanical check: ultimate resistance to torsion, tension and bending angle D. Check on coating thickness and salt spray sample tests E. Inspection of package and label F. Application test

QUALITY CONTROL | 5

COMPLETE RANGE COUNTERSUNK WITH RIBS HBS, HBS COIL, HBS EVO, HBS S, HBS S BULK, VGS, SCI A2/A4, SBS, SPP

FLANGE TBS , TBS MAX, TBS EVO

THREAD

HEAD

“THE IDEAL COMBINATION”

ASYMMETRIC “UMBRELLA” HBS , HBS COIL , HBS S, HBS S BULK, HBS EVO, HBS P, HBS P EVO, TBS, TBS EVO, SCI A2/A4

COUNTERSUNK SMOOTH

SYMMETRICAL COARSE THREAD

HTS, DRS, DRT, SKS, SCA A2, SBS A2, SBN, SBN A2

VGZ, VGZ EVO, VGS, SCA A2

COUNTERSUNK 50°

SYMMETRICAL FINE THREAD

SHS, SHS AISI410, HBS H

HBS H, HTS, SHS, SHS AISI410, LBS, DWS, DWS COIL, KKF AISI410, MCS A2, VGZ H

ROUND

DOUBLE

LBS

DGZ, CTC, SBD, KKT A4 COLOR, KKT A4, KKT COLOR, KKZ A2, KWP A2, KKA AISI410

HEXAGONAL

TRILOBULAR

KOP, SKR, VGS, MTS A2

KKT A4 COLOR, KKT A4, KKT COLOR

CONE-SHAPED

QUADLOBULAR

KKT A4 COLOR, KKT A4, KKT COLOR

EWS A2, EWS AISI410

PAN HEAD

FINE, FOR METAL

HBS P, HBS P EVO, KKF AISI410

KKA AISI 410, KKA COLOR, SBS, SPP, SBS A2, SBN, SBN A2

CONVEX

STANDARD FOR WOOD

EWS A2, EWS AISI410, MCS A2

KOP, RTR, MTS A2

CYLINDRICAL

SPACER

VGZ, VGZ EVO, VGZ H, DGZ, CTC, MBS, SBD, KKZ A2, KWP A2, KKA AISI410, KKA COLOR

DRS, DRT

BUGLE

HI-LOW (CONCRETE)

DWS, DWS COIL

MBS, SKR, SKS

6 | COMPLETE RANGE

HBS (L ≤ 50 mm), HBS COIL (L ≤ 50 mm), HTS, LBS, DRS, DRT, DWS, DWS COIL, KWP A2, SCA A2, MCS A2

SHARP SAW HBS S, HBS S BULK

SHARP SAW NIBS VGS Ø13

SHARP 1 CUT HBS (L > 50 mm), HBS COIL (L > 50 mm), HBS EVO, HBS P, HBS P EVO, TBS, TBS EVO, VGZ, VGZ EVO, VGS, DGZ, CTC, SHS, SHS AISI410, KKT A4 COLOR , KKT A4, EWS A2, EWS AISI410, KKF AISI410, SCI A2/A4

MATERIALS AND COATINGS

TIP

SHARP

carbon steel + zinc plated HTS, SHS, HBS, HBS COIL, HBS S, HBS S BULK, TBS, HBS H, HBS P, LBS, KOP, DRS, DRT, MBS, VGZ, VGZ H, VGS, RTR, DGZ, SBD, CTC, SKR, SKS, SBS, SPP, SBN

carbon steel + color coating KKT COLOR, KKA COLOR

carbon steel + C4 EVO coating HBS EVO, TBS EVO, HBS P EVO, VGZ EVO, SKR EVO, SKS EVO

SHARP 2 CUT KKT COLOR

AISI410 martensitic stainless steel KKF AISI410, EWS AISI410, KKA AISI410, SHS AISI410

HARD WOOD (DECKING) KKZ A2

A2 stainless steel (AISI304 | AISI305) HARD WOOD (SOLID) HBS H, VGZ H

ALUMINIUM (DECKING) KKA AISI410, KKA COLOR

SCI A2, SCA A2, EWS A2, KKZ A2, KWP A2, SBS A2, SBN A2, MCS A2, MTS A2, WBAZ

A4 stainless steel (AISI316) KKT A4 COLOR, KKT A4, SCI A4

METAL (WITH FINS) SBS, SBS A2, SPP

bi-metal stainless steel + carbon steel SBS A2

METAL (WITHOUT FINS) SBD, SBN, SBN A2

phosphate steel STANDARD FOR WOOD

DWS, DWS COIL

MBS, KOP, MTS A2

CONCRETE

EPDM/PP/PU

SKR, SKS

XYLOFON WASHER, WBAZ, THERMOWASHER, ISULFIX

COMPLETE RANGE | 7

CARPENTRY

HTS

LBS

FULLY THREADED COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . 18

ROUND HEAD SCREW FOR PLATES. . . . . . . . . . . . . . . . . . . . . . . . 102

SHS

LBA

SMALL HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22

HIGH BOND NAIL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106

SHS AISI410

KOP

SMALL HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24

COACH SCREW DIN571 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 112

HBS

DRS

COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26

TIMBER-TO-TIMBER SPACER SCREW. . . . . . . . . . . . . . . . . . . . . . . 118

HBS EVO

DRT

COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46

TIMBER-BRICKWORK SPACER SCREW . . . . . . . . . . . . . . . . . . . . . 120

HBS COIL

MBS

HBS BOUND SCREWS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52

SELF-TAPPING SCREW WITH CYLINDRICAL HEAD FOR MASONRY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 122

HBS SOFTWOOD COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54

HBS SOFTWOOD BULK COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 58

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

TBS

DWS DRYWALL SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 124

DWS COIL DWS COLLATED PLASTERBOARD SCREW . . . . . . . . . . . . . . . . . . 125

THERMOWASHER WASHER TO FASTEN INSULATION TO TIMBER . . . . . . . . . . . . . . 126

FLANGE HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66

ISULFIX

TBS EVO

ANCHOR FOR FASTENING INSULATION TO BRICKWORK. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 127

FLANGE HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 84

XYLOFON WASHER SEPARATING WASHER FOR TIMBER SCREW. . . . . . . . . . . . . . . . . . 90

HBS PLATE PAN HEAD SCREW FOR PLATES. . . . . . . . . . . . . . . . . . . . . . . . . . . . 92

HBS PLATE EVO PAN HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98

CARPENTRY | 11

GEOMETRY THE DETAIL THAT MAKES THE DIFFERENCE

Every detail of the screw geometry is analysed and developed to increase strength and application performance. TIP

1. SELF-PERFORATING TIP The self-perforating tip, enhanced with exclusive geometries for particular types of wood (LVL, hardwood, etc.), with corkscrew thread running all the way to the tip, guaranteeing a fast, high-performance initial grip.

2. NOTCH

NOTCH

The notch makes it possible to tear the fibres during insertion, thus preventing the risk of splitting or cracking the wood. The setback position of the notch is essential to guarantee excellent grip and perforation of the tip.

3. THREAD With carefully designed geometries, the thread allows fast, secure screwing, in particular the thread pitch is related to screw diameter and length. Coarse-pitch threads are well suited to medium/long screws as they make screwing faster; on the other hand, fine-pitch threads are ideal for small screws which require great care and precision during screwing.

4. CUTTER

THREAD SPACING

CUTTER

The geometry of the cutter is carefully studied to widen the wood grain and move away the shavings created as the screw progresses. The cutter creates the space for the passage of the shank and limits screw overheating.

5. SHANK The shank is covered by special surface waxing which considerably reduces friction and torsional stress during screwing.

WAXING

6. UNDERHEAD The ribs are very sharp and able to cut through the shavings coming out of the hole, following perforation of the wood. RIBS

7. HEAD Head geometry defines screw resistance to penetration.

FLANGE HEAD

3 5

2 4

6 12 | GEOMETRY | CARPENTRY

RESEARCH & DEVELOPMENT CONSTANT EVOLVING KNOW-HOW

Extensive testing campaigns — conducted in our in-house laboratories on softwood, hardwood and LVL — have resulted in the development of products suitable for every type of wood, keeping the focus on three key parameters: FAST GRIP It is obtained with a sharp tip, initial coarse thread and a regular conical profile in the first section;

EASE OF PROGRESS It is the ability of the screw to penetrate the wood with reduced effort and is obtained with an initial slow thread (double or reverse) and irregular geometry that facilitates the removal of shavings;

FAST INSERTION To allow for fast insertion, the notch must be setback with respect to the end of the tip and is fundamental for screws longer than 50 mm, to avoid splitting during insertion and to maintain an acceptable level of wood damage.

CARPENTRY | RESEARCH & DEVELOPMENT | 13

DUCTILITY FASTENERS SEISMIC PERFORMANCE EXPERIMENTAL TESTS FprEN 14592 (2018) introduces three performance classes for cylindrical shank fasteners used in seismic areas; these take the form of three classes of ductility ("low cycle ductility classes for fasteners used in seismic areas"). The three classes are indicated as S1 (low ductility), S2 (medium ductility) and S3 (high ductility). A fastener is classified in one of the above classes according to the results of specific monotonic and cyclic bending tests conducted on the threaded portion of the fastener. This seismic classification is essential as it helps designers prevent brittle fractures caused by a sudden failure of the metal fastener. The objective of the standard is to verify that, based on the seismic class and choice of fastener, at the end of the third cycle, the residual moment Mres is at least equal to 80% of the average yield moment My determined with monotonic testing.

TEST PROTOCOL USED IN CYCLIC TESTS

αu

Tubular guide

αc

Loading device

Mandrel

Support

Rotation

Fastener

Time

2d 16d

Test set-up diagram (static diagram: three-point bending).

-αc 1st cycle

2nd cycle

3rd cycle

determination of the residual bending moment capacity

MOMENT-ROTATION CURVE RESULTING FROM A CYCLIC TEST

Mres

Bending moment

Kel

Mmax M(1st) M(2nd) M(3rd)

-αc

0 Rotation [°]

14 | DUCTILITY | CARPENTRY

αc α + 20°

αu

Test configuration.

EXPERIMENTAL TESTING

TBS Ø8x160 mm 60

Moment [kNmm]

α = 10.50°

α + 20°

40 My

20 Tests of TBS 8x160 Bilinear schematization 0

Rotation [°]

Deformed screw at the end of a cyclic test.

All screws tested showed excellent mechanical properties under monotonic conditions, thus meeting the ductility requirement outlined in EN 14592.

20 0 -20 -40

In addition, all screws succeeded in completing three load cycles, achieving the highest seismic performance class for 8 and 10 mm diameter screws. The full scientific report on the experimental testing is available at Rothoblaas.

α = 10.50° Seismic class: S3

40 Moment [kNmm]

An extensive testing campaign was therefore conducted on more than 500 Rothoblaas fasteners, with diameters ranging from 6 mm to 10 mm and lengths between 100 mm and 300 mm.

Tests of TBS 8x160 Bilinear schematization

-60 -30

-15

0 15 Rotation [°]

HBS Ø10x300 mm 80

Moment [kNmm]

α = 8.98°

α + 20°

60 My 40

20 Tests of HBS 10x300 Bilinear schematization 0

Rotation [°] 80

H H

X X

HBS

TBS

Moment [kNmm]

α = 8.98° Seismic class: S3

40 20 0 -20 -40 Tests of HBS 10x300 Bilinear schematization

-60 -80 -30

-15

0 15 Rotation [°]

CARPENTRY | DUCTILITY | 15

LVL AND HARDWOOD HIGH DENSITY WOODS

Chestnut, oak, cypress, beech, eucalyptus, bamboo and many other exotic woods are increasingly being used in construction. In addition to these, elements in Microllam® lumber, called LVL (Laminated Veneer Lumber), are also used. These are continuous elements, obtained from thin layers of different species of wood (fir, pine, beech) just a few millimetres thick, overlapped and glued together. Microllam® sheets can be produced with longitudinal grains or crossed grains depending on the structural use of the element.

MICROLLAM® LUMBER

The resulting elements offer absolute dimensional stability and high mechanical performance for a wide range of applications (beams, joists, pillars, walls, floors, curved elements, etc.). Rothoblaas has conducted extensive testing to analyse the performance of cylindrical shank fasteners on LVL elements, considering several parameters:

MICROLLAM® LUMBER WITH CROSS-GRAIN VENEER

1. Different types of wood and their densities 2. Presence/absence of pre-drill holes 3. Fully/partially threaded fasteners 4. LVL panels with one/two-way grain 5. Application of fasteners on the side/narrow surface

thickness surface

thickness between 21-90 cm

widths up to 2.50 m

lengths up to 18,00 m

cover surface front surface

The test results obtained proved useful as they provided detailed verification of minimum applicable distances and analysed the different screwing forces according to installation and geometry of the fastener used.

16 | LVL AND HARDWOOD | CARPENTRY

According to the European Technical Assessment ETA-11/0030, Rothoblaas screws can be used for structural connections when panels or LVL elements are employed. With the aim of categorising the performance of partially threaded screws and fully threaded connectors in applications using LVL elements, Rothoblaas has conducted in-depth research at accredited external laboratories (Eurofins Expert Services Oy, Espoo, Finland). Specifically, tests were conducted on the following aspects: • THREAD WITHDRAWAL RESISTANCE (In edgewise and flatwise connections) • HEAD PULL-THROUGH RESISTANCE • REDUCED MINIMUM DISTANCES • STIFFNESS OF CONNECTIONS The full scientific report on the experimental testing is available at Rothoblaas.

t b

b l

t l

b t l

CARPENTRY | LVL AND HARDWOOD | 17

HTS

BIT INCLUDED

FULLY THREADED COUNTERSUNK SCREW TOTAL THREAD The thread is 80% the length of the screw and the smooth part under head guarantees maximum coupling efficiency with fibre board panels.

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

CHROMIUM (VI) FREE Total absence of hexavalent chromium. Compliance with the strictest regulations governing chemical substances (SVHC). REACH information available.

CHARACTERISTICS FOCUS

fibre board screw

HEAD

countersunk without under-head ribs

DIAMETER

from 3,0 to 5,0 mm

LENGTH

from 12 to 80 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • fibre board and MDF panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL Service classes 1 and 2.

18 | HTS | CARPENTRY

EN 14592

GEOMETRY AND MECHANICAL CHARACTERISTICS dS d2 d1

90°

X X

t1 L Nominal diameter Head diameter Tip diameter Shank diameter Head thickness Pre-drilling hole diameter Characteristic yield moment Characteristic withdrawal-resistance parameter Associated density Characteristic head-pull-through parameter

d1 dK d2 dS t1 dV

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

3 6,00 2,00 2,20 2,20 2,0

3,5 7,00 2,20 2,45 2,40 2,0

4 8,00 2,50 2,75 2,70 2,5

4,5 8,80 2,80 3,20 2,80 2,5

5 9,70 3,20 3,65 2,80 3,0

My,k

[Nm]

2,2

2,7

3,8

5,8

8,8

fax,k

[N/mm2]

18,5

17,9

17,1

17,0

15,5

ρa

[kg/m3]

350

fhead,k

[N/mm2]

26,0

25,1

24,1

23,1

22,5

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

4,2

4,5

5,5

7,8

11,0

CODES AND DIMENSIONS d1

CODE

[mm] [in] 3 0.12 TX 10

3,5 0.14 TX 15

4 0.16 TX 20

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

[mm]

[in]

[mm]

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

1/2 5/8 13/16 1 1 3/16 5/8 13/16 1 1 3/16 1 3/8 1 9/16 1 15/16 13/16 1 1 3/16 1 3/8

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

pcs

CODE

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

4 0.16 TX 20 4,5 0.18 TX 20

5 0.20 TX 25

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

[mm]

[in]

[mm]

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

1 9/16 1 3/4 1 15/16 1 3/16 1 3/8 1 9/16 1 3/4 1 15/16 1 3/16 1 3/8 1 9/16 1 3/4 1 15/16 2 3/8 2 3/4 3 1/8

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

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

CHIPBOARD 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 self-perforating unnotched tip increases the initial grip of the screw.

CARPENTRY | HTS | 19

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE [mm]

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

[mm]

5∙d

3,0

3,5

4,5

SCREWS INSERTED WITH PRE-DRILLING HOLE

5 5∙d

3,0

3,5

4,5

4∙d

3∙d

4∙d

12∙d

7∙d

5∙d

7∙d

3∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 3,0

3,5

4,5

10∙d

12∙d

5∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

3,0

3,5

4,5

5∙d

10∙d

a3,t

[mm]

15∙d

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

7∙d

10∙d

a4,c

[mm]

5∙d

d = 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 EN 1995:2014 considering a timber characteristic density of ρk ≤ 420 kg/m3. • The minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

20 | HTS | CARPENTRY

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

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

panel-to-timber(1)

timber-to-timber

TENSION

thin steel-timber plate(2)

thick steel-timber plate(3)

thread withdrawal(4)

head pull-through (5)

Splate

A L

RV,k

Rax,k

Rhead,k

[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 0,89 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 1,65 1,65

0,36 0,60 0,84 1,14 1,44 0,68 0,95 1,29 1,62 1,83 2,17 2,84 1,03 1,40 1,77 1,99 2,36 2,73 3,09 1,98 2,22 2,63 3,05 3,46 2,01 2,26 2,68 3,10 3,52 4,19 5,03 5,87

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

SPLATE = 3,5 mm SPLATE = 4,0 mm SPLATE = 4,5 mm

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

SPLATE = 5,0 mm

SPLATE = 1,75 mm SPLATE = 2,20 mm SPLATE = 2,25 mm

SPAN = 12 mm SPAN = 12 mm SPAN = 15 mm

SPAN = 9 mm

0,72 0,94 0,99 0,99 1,18 1,18 1,18 1,42 1,46 1,51 1,70 1,74 1,74 1,74

SPLATE = 2,5 mm

SPAN = 15 mm

4,5

SPAN = 9 mm

SPAN = 12 mm

3,5

SPAN = 12 mm

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

SPLATE = 3,0 mm

A [mm]

SPLATE = 1,50 mm

b [mm]

SPAN = 12 mm

L [mm]

SPAN = 9 mm

d1 [mm]

0,49 0,66 0,77 0,92 1,08 0,73 0,85 1,01 1,19 1,34 1,45 1,62 0,98 1,15 1,33 1,49 1,69 1,81 1,90 1,53 1,69 1,90 2,12 2,33 1,75 1,90 2,12 2,34 2,57 2,93 3,14 3,35

NOTES:

GENERAL PRINCIPLES:

(1) The characteristic shear strength are calculated considering an OSB panel or particle board with a SPAN thickness and mass density of ρk = 500 kg/m3. (2) The shear resistance characteristics are calculated considering the case of

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

a thin plate (SPLATE ≤ 0,5 d1). (3) The shear resistance characteristics are calculated considering the case of

a thick plate (SPLATE ≥ d1). (4) The axial thread withdrawal resistance was calculated considering a 90° angle between the grain and the connector and for a fixing length of b. (5) The axial resistance to head pull-through was calculated using timber ele-

ments. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through.

Rd =

Rk kmod γM

The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • The values have been calculated considering a minimum tip pull-through depth of 6d1 . • Sizing and verification of the timber elements, panels and steel 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.

CARPENTRY | HTS | 21

SHS

BIT INCLUDED

SMALL HEAD SCREW INVISIBLE HEAD Concealed 50° head for easy insertion in small spaces without creating openings in the wood.

FASTENING ON TONGUE AND GROOVE BOARDS Ideal for use in joints to secure beads or small elements.

Ø5 VERSION WITH TX30 The new 5 diameter version is a real carpentry screw: robust, unobtrusive and with all the convenience and precision of the torx 30 impression.

CHARACTERISTICS FOCUS

50° concealed head

HEAD

50° countersunk with under-head ribs

DIAMETER

3,5 | 5,0 mm

LENGTH

from 30 to 120 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • tapped boards • timber based panels • fibre board and MDF panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL Service classes 1 and 2

22 | SHS | CARPENTRY

ETA-11/0030

GEOMETRY AND MECHANICAL CHARACTERISTICS A dS

A dS d2 d1

50°

d2 d1

50°

SHS Ø3,5

SHS Ø5

Nominal diameter

[mm]

3,5

Head diameter

Tip diameter

[mm]

5,75

10,00

[mm]

2,30

3,40

[mm]

2,65

3,65

[mm]

2,0

3,0

My,k

[Nm]

5,4

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter(2)

fhead,k

[N/mm2]

10,5

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

7,9

Shank diameter Pre-drilling hole

diameter(1)

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

(1)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3. For applications with different materials or with high density please see ETA-11/0030. (2)

CODES AND DIMENSIONS d1

CODE

[mm] [in] 3,5 0.14 TX 10

[mm]

[in]

SHS3530

1 3/16

[mm] [mm]

pcs [in]

CODE

[mm] [in]

[mm] [mm]

pcs

[mm]

[in]

3/8

500

SHS550

1 15/16

1 1/32

[in] 200

SHS3540

1 9/16

9/16

500

SHS560

2 3/8

1 3/16

200

SHS3550

1 15/16

5/8

500

SHS570

2 3/4

1 3/8

200

SHS3560

2 3/8

13/16

500

SHS580

3 1/8

1 9/16

200

SHS590

3 1/2

1 3/4

200

SHS5100

100

1 15/16

200

SHS5120

120

4 3/4

2 3/8

200

Not holding CE marking.

5 0.20 TX 30

CARPENTRY | SHS | 23

SHS AISI410

410 BIT INCLUDED

AISI

SMALL HEAD SCREW INVISIBLE HEAD The smaller head and high performing thread guarantee perfect insertion of the screw in small thicknesses. Ideal for exterior applications.

AISI410 Martensitic stainless steel with an excellent balance between mechanical resistance and corrosion resistance.

GEOMETRY CODES AND DIMENSIONS d1

CODE

[mm] [in] 3,5 0.14 TX 10

A L

pcs

[mm]

[in]

[mm]

[in]

SHS3540AS

5,75

1 9/16

9/16

500

SHS3550AS

5,75

1 15/16

5/8

500

SHS3560AS

5,75

2 3/8

13/16

500

50° b L

MATERIAL AISI410 martensitic stainless steel.

FIELDS OF USE Ideal for exterior use, thanks to the stainless steel.

24 | SHS AISI410 | CARPENTRY

BUILDING INFORMATION MODELING

Structural connection elements in digital format Complete with three-dimensional geometric features and additional parametric information, they are available in IFC, REVIT, ALLPLAN, ARCHICAD, SKETCHUP and TEKLA format, and are ready to integrate into your next successful project. Download them now!

www.rothoblaas.com

HBS

AC233 ESR-4645

BIT INCLUDED

COUNTERSUNK SCREW SUPERIOR STRENGTH Steel with superb yield and failure strength (fy,k = 1000 N/mm2). Very high torsional strength ftor,k for safer screwing.

STRUCTURAL APPLICATIONS Approved for structural applications subject to stresses in any direction vs. the grain (α = 0° - 90°). Asymmetric “umbrella” threading for better timber pull-through.

DUCTILITY The bending angle is 20° greater than standard, certified according to ETA-11/0030. Cyclical SEISMIC-REV tests according to EN 12512. Seismic performance tested according to EN 14592.

CHROMIUM (VI) FREE Total absence of hexavalent chromium. Compliance with the strictest regulations governing chemical substances (SVHC). REACH information available.

CHARACTERISTICS FOCUS

extremely complete range

HEAD

countersunk with under-head ribs

DIAMETER

from 3,5 to 12,0 mm

LENGTH

from 30 to 600 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL • high density woods Service classes 1 and 2.

26 | HBS | CARPENTRY

ETA-11/0030

CLT Values also tested, certified and calculated for CLT. Calculation tables and dimensioning software (MyProject) for CLT available in the catalogue and online.

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

CARPENTRY | HBS | 27

Valley jack rafter joint with HBS screws, diameter 8 mm.

Fastening CLT walls with 6 mm diameter HBS screws.

GEOMETRY AND MECHANICAL CHARACTERISTICS

X X

d2 d1

90° t1

b L

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

Tip 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)

[mm]

2,0

2,5

3,0

4,0

5,0

6,0

7,0

My,k

[Nm]

2,1

3,0

4,1

5,4

9,5

20,1

35,8

48,0

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic withdrawal-resistance parameter(3)

fax,k

[N/mm2]

15,0

Associated density

ρa

[kg/m3]

500

Characteristic head-pull-through parameter(2)

fhead,k

[N/mm2]

10,5

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter(3)

fhead,k

[N/mm2]

20,0

Associated density

ρa

[kg/m3]

500

Characteristic tensile strength

ftens,k

[kN]

3,8

5,0

6,4

7,9

11,3

20,1

31,4

33,9

(1)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3. (3) Valid for softwood LVL - maximum density 550 kg/m3 . For applications with different materials or with high density please see ETA-11/0030. (2)

28 | HBS | CARPENTRY

CODES AND DIMENSIONS d1

CODE

[mm] [in] 3,5 0.14 TX 15

4 0.16 TX 20

4,5 0.18 TX 20

5 0.20 TX 25

6 0.24 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

[mm]

[in]

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

1 9/16 1 3/4 1 15/16 1 3/16 1 3/8 1 9/16 1 3/4 1 15/16 2 3/8 2 3/4 3 1/8 1 9/16 1 3/4 1 15/16 2 3/8 2 3/4 3 1/8 1 9/16 1 3/4 1 15/16 2 3/8 2 3/4 3 1/8 3 1/2 4 4 3/4 1 9/16 1 15/16 2 3/8 2 3/4 3 1/8 3 1/2 4 4 3/8 4 3/4 5 1/8 5 1/2 6 6 1/4 7 1/8 8 8 5/8 9 1/2 10 1/4 11 11 3/4

[mm] [mm] 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

pcs [in]

CODE

[mm] [in]

22 7/8 21 13/16 26 1 1/32 12 1/2 17 11/16 16 5/8 15 9/16 20 13/16 25 1 30 1 3/16 40 1 9/16 16 5/8 15 9/16 20 13/16 25 1 30 1 3/16 40 1 9/16 16 5/8 21 13/16 26 1 1/32 30 1 3/16 35 1 3/8 40 1 9/16 45 1 3/4 50 1 15/16 60 2 3/8 8 5/16 15 9/16 30 1 3/16 30 1 3/16 40 1 9/16 40 1 9/16 50 1 15/16 50 1 15/16 60 2 3/8 70 2 3/4 65 2 9/16 75 2 15/16 85 3 3/8 105 4 1/8 125 4 15/16 145 5 11/16 165 6 1/2 185 7 1/4 205 8 1/16 225 8 7/8

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

8 0.32 TX 40

10 0.40 TX 40

12 0.48 TX 50

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

[mm]

[in]

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

3 1/8 4 4 3/4 5 1/2 6 1/4 7 1/8 8 8 5/8 9 1/2 10 1/4 11 11 3/4 12 5/8 13 3/8 14 1/4 15 15 3/4 17 1/4 19 20 1/2 3 1/8 4 4 3/4 5 1/2 6 1/4 7 1/8 8 8 5/8 9 1/2 10 1/4 11 11 3/4 12 5/8 13 3/8 14 1/4 15 15 3/4 4 3/4 6 1/4 8 9 1/2 11 12 5/8 14 1/4 15 3/4 17 1/4 19 20 1/2 22 23 5/8

[mm] [mm] 52 52 60 60 80 80 80 80 80 80 80 100 100 100 100 100 100 100 100 100 52 52 60 60 80 80 80 80 80 80 80 100 100 100 100 100 100 80 80 80 80 80 120 120 120 120 120 120 120 120

pcs [in]

28 1 1/8 48 1 7/8 60 2 3/8 80 3 1/8 80 3 1/8 100 4 120 4 3/4 140 5 1/2 160 6 1/4 180 7 1/8 200 8 200 8 220 8 5/8 240 9 1/2 260 10 1/4 280 11 300 11 3/4 340 13 3/8 380 15 420 16 9/16 28 1 1/8 48 1 7/8 60 2 3/8 80 3 1/8 80 3 1/8 100 4 120 4 3/4 140 5 1/2 160 6 1/4 180 7 1/8 200 8 200 8 220 8 5/8 240 9 1/2 260 10 1/4 280 11 300 11 3/4 40 1 9/16 80 3 1/8 120 4 3/4 160 6 1/4 200 8 200 8 240 9 1/2 280 11 320 12 5/8 360 14 1/4 400 15 3/4 440 17 1/4 480 19

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 25 25 25 25 25 25 25 25 25 25 25 25 25

HUS TURNED WASHER dHBS

CODE

[mm]

pcs

[mm]

HUS6

7,5

20,0

4,50

100

HUS8

8,5

25,0

5,50

HUS10

10,8

30,0

6,50

HUS12

14,0

37,0

8,50

D2 D 1

h dHBS

CARPENTRY | HBS | 29

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

3,5

4,5

[mm]

5∙d

[mm]

3∙d

a3,t

[mm] 12∙d

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

[mm]

a1 a2

[mm]

5∙d

SCREWS INSERTED WITH PRE-DRILLING HOLE

4∙d

120

144

7∙d

5∙d

7∙d

3∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 3,5

4,5

[mm] 10∙d

12∙d

5∙d

3,5

4,5

4∙d

16 28

4∙d

7∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

120

144

3,5

4,5

5∙d

10∙d

100

120

a3,t

[mm] 15∙d

15∙d

120

150

180 10∙d

a3,c

[mm] 10∙d

10∙d

100

120 10∙d

10∙d

100

120

a4,t

[mm]

5∙d

7∙d

10∙d

100

120

a4,c

[mm]

5∙d

d = 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 compliant with EN 1995:2014, according to ETA-11/0030, considering a timber characteristic density of ρk ≤ 420 kg/m3 and calculation diameter of d = nominal screw diameter. • The minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

30 | HBS | CARPENTRY

• 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.

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

timber-to-timber

panel-to-timber(1)

TENSION

thin steel-timber plate(2)

thick steel-timber plate(3)

thread withdrawal(4)

head pull-through (5)

Splate

A L b d1

RV,k

Rax,k

Rhead,k

[mm]

[kN]

0,73

0,79

SPAN = 12 mm

0,56

1,06

0,56

1,06

0,56

0,76

0,93

1,28

0,91

0,73

0,79

0,84

1,04

1,38

0,91

0,73

0,83

1,45

1,21

0,73

0,81

1,53

1,52

0,73

0,91

1,53

1,52

0,73

0,99

1,59

1,77

0,73

0,99

0,84

1,65

2,02

0,73

0,99

0,84

1,65

2,02

0,73

1,74

1,36

0,92

1,83

1,70

0,92

0,98

0,96

0,84

1,06 1,06 1,06

1,12 1,19 1,19 1,26 1,32 1,32 1,33 1,42

1,06

1,18

1,22

1,06

1,12

1,16

1,46

1,19

1,20

1,56

2,05

1,52

1,13

1,29

1,20

2,05

1,52

1,13

1,46

2,14

1,89

1,13

1,06 1,06

1,20

1,46

1,20

1,46

100

1,46

1,20

120

1,46

1,20

1,20 1,20

1,42

SPLATE = 4,5 mm

0,84

S PLATE = 2,25 m

0,84

SPLATE = 4,0 mm

1,18

0,72

SPLATE = 2,0 mm

0,79

SPAN = 12 mm

1,49 1,56 1,56

1,56 1,65 1,73

SPLATE = 5,0 mm

0,80

0,84

0,91

1,12 1,18

SPLATE = 2,5 mm

4,5

0,91

0,72

0,85

SPAN = 12 mm

0,72 0,72

SPAN = 12 mm

3,5

SPLATE = 3,5 mm

L [mm]

SPLATE = 1,75 mm

d1 [mm]

1,83

1,70

0,92

1,90

1,99

0,92

1,97

2,27

0,92

1,97

2,27

0,92

2,00

1,52

1,13

2,22

2,21

1,13

2,30

2,53

1,13

2,38

2,84

1,13

1,97

2,46

3,16

1,13

2,13

2,62

3,79

1,13

1,81 1,89

NOTES: (1) The characteristic shear resistances are calculated considering an OSB3 or

OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN. (2) The shear resistance characteristics are calculated considering the case of

(5) The axial resistance to head pull-through, with and without a washer, 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.

a thin plate (SPLATE ≤ 0,5 d1). (3) The shear resistance characteristics are calculated considering the case of a thick plate (SPLATE ≥ d1). (4) The axial thread withdrawal resistance was calculated considering a 90° angle between the grain and the connector and for a fixing length of b.

CARPENTRY | HBS | 31

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

timber-to-timber

TENSION

timber-to-timber thin steel-timber thick steel-timber with washer plate(2) plate(3) legno-legno con rondella

thread withdrawal(4)

Splate

head head pull-through pull-through (5) with washer (5)

A L b d1

RV,k

Rax,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 2,59 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 3,63 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

[kN] 0,89 1,66 1,94 2,23 2,43 2,61 2,61 2,80 2,80 2,80 2,80 2,80 2,80 2,80 2,80 2,80 2,80 2,80 2,80 2,80 3,31 4,00 4,20 4,20 4,45 4,45 4,45 4,45 4,45 4,45 4,45 4,45 4,45 4,45 4,45 4,45 4,45 4,45 4,45 4,45 4,33 4,92 5,76 5,76 6,40 6,40 6,40 6,40 6,40 6,40 6,40 6,42 6,42 6,42 6,42 6,42 6,42

[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 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 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

[kN] 2,60 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 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 6,94 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

[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 5,25 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 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

[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 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 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

[kN] 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 4,53 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 10,20 10,20 10,20 10,20 10,20 10,20 10,20 10,20 10,20 10,20 10,20 10,20 10,20 10,20 10,20 10,20 10,20

32 | HBS | CARPENTRY

SPLATE = 10 mm

SPLATE = 8 mm

SPLATE = 6 mm

A [mm] 8 15 30 30 40 40 50 50 60 70 65 75 85 105 125 145 165 185 205 225 28 48 60 80 80 100 120 140 160 180 200 200 220 240 260 280 300 340 380 420 28 48 60 80 80 100 120 140 160 180 200 200 220 240 260 280 300

SPLATE = 3 mm

b [mm] 35 35 30 40 40 50 50 60 60 60 75 75 75 75 75 75 75 75 75 75 52 52 60 60 80 80 80 80 80 80 80 100 100 100 100 100 100 100 100 100 52 52 60 60 80 80 80 80 80 80 80 100 100 100 100 100 100

SPLATE = 4 mm

SPLATE = 5 mm

[mm] [mm] 40 50 60 70 80 90 100 110 120 130 6 140 150 160 180 200 220 240 260 280 300 80 100 120 140 160 180 200 220 240 260 8 280 300 320 340 360 380 400 440 480 520 80 100 120 140 160 180 200 220 240 10 260 280 300 320 340 360 380 400

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

timber-to-timber

TENSION

timber-to-timber thin steel-timber thick steel-timber with washer plate(2) plate(3) legno-legno con rondella

thread withdrawal(4)

Splate

head head pull-through pull-through (5) with washer (5)

A L b d1

RV,k

Rax,k

Rhead,k

[mm] 80 80 80 80 80 120 120 120 120 120 120 120 120

[mm] 40 80 120 160 200 200 240 280 320 360 400 440 480

[kN] 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

[kN] 6,68 7,81 7,81 7,81 7,81 8,66 8,66 8,66 8,66 8,66 8,66 8,66 8,66

[kN]

[kN] 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

[kN] 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

[kN] 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

[kN] 15,51 15,51 15,51 15,51 15,51 15,51 15,51 15,51 15,51 15,51 15,51 15,51 15,51

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

SPLATE = 12 mm

SPLATE = 6 mm

[mm] [mm] 120 160 200 240 280 320 360 12 400 440 480 520 560 600

NOTES:

GENERAL PRINCIPLES:

(1) The characteristic shear resistances are calculated considering an OSB3 or

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

OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN. (2) The shear resistance characteristics are calculated considering the case of

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.

• 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. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Values were calculated considering the threaded part as being completely inserted into the wood. • Sizing and verification of the timber elements, panels and steel 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. • For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

CARPENTRY | HBS | 33

MINIMUM DISTANCES FOR SHEAR AND AXIAL LOADS | CLT

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

lateral face(1)

narrow face(2)

[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

10∙d

100

120

4∙d

12∙d

120

144

7∙d

6∙d

3∙d

d = nominal screw diameter

a4,c

a4,t α

F α a3,c

a3,t

a2 a2

a3,c a4,c

a3,t

a4,c

tCLT

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.

34 | HBS | CARPENTRY

(1) Minimum CLT thickness t

min = 10∙d (2) Minimum CLT thickness t min = 10∙d and minimum screw pull-through depth tpen = 10∙d

MINIMUM DISTANCES FOR SHEAR LOADS | LVL

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

[mm]

120

5∙d

12∙d

[mm]

5∙d

a3,t

[mm]

15∙d

120

150

10∙d

100

a3,c

[mm]

10∙d

100

10∙d

100

a4,t

[mm]

5∙d

10∙d

100

a4,c

[mm]

5∙d

d = nominal screw diameter

a4,c

a4,t α

F α a1

a3,t

a2 a2 F a1

a3,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 LVL panels.

• 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:

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.

t1 ≥ 8,4 d -9 t2 ≥

11,4 d 75

CARPENTRY | HBS | 35

STATIC VALUES | CLT SHEAR(1) CLT - CLT lateral face

geometry

CLT - CLT lateral face - narrow face

panel - CLT(2) lateral face

CLT - panel - CLT(2) lateral face

A L b d1

RV,k

[mm]

[kN]

[mm]

[kN] -

0,80

1,30

1,44

1,53

1,63

1,53

1,74

1,53

2,19

1,97

1,53

2,19

1,97

1,53

2,19

1,97

1,53

2,19

110

1,97

1,53

2,19

120

1,97

130

1,97

140

1,97

150

1,97

160

1,97

1,53 1,53 1,53

SPAN = 15 mm

90 100

2,19

1,53

2,19

1,53

180

105

1,97

1,53

2,19

200

125

1,97

1,53

2,19

220

145

1,97

1,53

105

2,19

240

165

1,97

1,53

115

2,19

260

185

1,97

1,53

125

2,19

1,53

135

2,19

145

2,19

280

205

1,97

300

225

1,97

2,42

1,84

2,30

100

3,04

2,13

2,30

2,92

120

3,11

2,26

2,30

2,92

140

3,11

2,26

2,30

2,92

160

3,11

2,58

2,30

2,92

180

100

3,11

2,58

2,30

2,92

200

120

3,11

2,58

2,30

2,92

220

140

3,11

2,58

2,30

100

2,92

240

160

3,11

2,58

110

2,92

260

180

3,11

2,58

120

2,92

280

200

3,11

2,58

300

100

200

3,11

2,58

320

100

220

3,11

2,58

340

100

240

3,11

360

100

260

3,11

2,30 2,30 2,30

SPAN = 18 mm

130

2,92

140

2,92

2,30

150

2,92

2,58

2,30

160

2,92

2,58

2,30

170

2,92 2,92

2,30

380

100

280

3,11

2,58

2,30

180

400

100

300

3,11

2,58

2,30

190

2,92

440

100

340

3,11

2,58

2,30

210

2,92

480

100

380

3,11

2,58

2,30

230

2,92

520

100

420

3,11

2,58

250

2,92

36 | HBS | CARPENTRY

CHARACTERISTIC VALUES EN 1995:2014 SHEAR(1) CLT - timber lateral face

TENSION timber - CLT narrow face

thread withdrawal lateral face(3)

thread withdrawal narrow face(4)

head pull-through (5)

head pull-through with washer(5)

RV,k

Rax,k

Rhead,k

[kN]

0,80

2,46

1,51

4,20

1,47

2,46

1,51

4,20

1,69

2,11

1,51

4,20

1,82

2,81

1,51

4,20

2,01

2,81

1,51

4,20

2,01

3,51

1,51

4,20

2,01

3,51

1,51

4,20

2,01

4,21

1,51

4,20

2,01

4,21

1,51

4,20

2,01

4,21

1,51

4,20

2,01

5,27

1,51

4,20

2,01

5,27

1,51

4,20

2,01

5,27

1,51

4,20

2,01

5,27

1,51

4,20

2,01

5,27

1,51

4,20

2,01

5,27

1,51

4,20

2,01

5,27

1,51

4,20

2,01

5,27

1,51

4,20

2,01

5,27

1,51

4,20

2,01

5,27

1,51

4,20

2,51

2,19

4,87

3,70

2,21

6,56

3,17

2,19

4,87

3,70

2,21

6,56

3,17

2,32

5,62

4,21

2,21

6,56

3,17

2,32

5,62

4,21

2,21

6,56

3,17

2,66

7,49

5,45

2,21

6,56

3,17

2,66

7,49

5,45

2,21

6,56

3,17

2,66

7,49

5,45

2,21

6,56

3,17

2,66

7,49

5,45

2,21

6,56

3,17

2,66

7,49

5,45

2,21

6,56

3,17

2,66

7,49

5,45

2,21

6,56

3,17

2,66

7,49

5,45

2,21

6,56

3,17

2,66

9,36

6,66

2,21

6,56

3,17

2,66

9,36

6,66

2,21

6,56

3,17

2,66

9,36

6,66

2,21

6,56

3,17

2,66

9,36

6,66

2,21

6,56

3,17

2,66

9,36

6,66

2,21

6,56

3,17

2,66

9,36

6,66

2,21

6,56

3,17

2,66

9,36

6,66

2,21

6,56

3,17

2,66

9,36

6,66

2,21

6,56

3,17

2,66

9,36

6,66

2,21

6,56

CARPENTRY | HBS | 37

STATIC VALUES | CLT SHEAR(1) CLT - CLT lateral face

geometry

panel - CLT(2) lateral face

CLT - CLT lateral face - narrow face

CLT - panel - CLT(2) lateral face

A L b d1

RV,k

[mm]

[kN]

[mm]

[kN] -

2,34

3,31

3,86

2,91

3,31

120

4,45

3,03

3,31

3,89

140

4,49

3,03

3,31

3,89

160

4,56

3,37

3,31

3,89

180

100

4,56

3,37

3,31

3,89

200

120

4,56

3,37

220

140

4,56

3,37

240

160

4,56

3,37

260

180

4,56

3,37

280

200

4,56

3,37

300

100

200

4,56

320

100

220

4,56

340

100

240

4,56

360

100

260

4,56

380

100

280

4,56

400

100

300

120

160

200

120

240

160

280

200

3,31 3,31 3,31 3,31

SPAN = 22 mm

3,40

SPAN = 22 mm

28 48

3,89

100

3,89

110

3,89

120

3,89

3,31

130

3,89

3,76

3,31

140

3,89

3,76

3,31

150

3,89

3,76

3,31

160

3,89

3,76

3,31

170

3,89

3,76

3,31

180

3,89

4,56

3,76

3,31

190

3,89

4,54

3,56

5,69

4,00

5,69

4,00

5,69

4,00

5,69

4,00

320

120

200

5,69

4,65

360

120

240

5,69

4,65

400

120

280

5,69

4,65

440

120

320

5,69

4,65

480

120

360

5,69

4,65

52 52

80 100

520

120

400

5,69

4,65

560

120

440

5,69

4,65

600

120

480

5,69

4,65

NOTES: (1) The characteristic shear strength is independent from the direction of the

grain of the CLT panels outer layer. (2) The characteristic shear resistances are calculated considering an OSB3 or

OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN. (3) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b.

38 | HBS | CARPENTRY

(4) The axial thread withdrawal resistance is valid for minimum thickness of the element of tmin = 10∙d and minimum screw pull-through depth tpen = 10∙d. (5) The axial resistance to head pull-through was calculated using timber ele-

ments.

CHARACTERISTIC VALUES EN 1995:2014 SHEAR(1) CLT - timber lateral face

TENSION timber - CLT narrow face

thread withdrawal lateral face(3)

thread withdrawal narrow face(4)

head pull-through (5)

head pull-through with washer(5)

RV,k

Rax,k

Rhead,k

[kN]

[kN] 9,45

3,50

3,01

6,08

4,42

3,50

4,02

3,01

6,08

4,42

3,50

9,45

4,63

3,12

7,02

5,03

3,50

9,45

4,65

3,12

7,02

5,03

3,50

9,45

4,65

3,46

9,36

6,51

3,50

9,45

4,65

3,46

9,36

6,51

3,50

9,45

4,65

3,46

9,36

6,51

3,50

9,45

4,65

3,46

9,36

6,51

3,50

9,45

4,65

3,46

9,36

6,51

3,50

9,45

4,65

3,46

9,36

6,51

3,50

9,45

4,65

3,46

9,36

6,51

3,50

9,45

4,65

3,86

11,70

7,96

3,50

9,45

4,65

3,86

11,70

7,96

3,50

9,45

4,65

3,86

11,70

7,96

3,50

9,45

4,65

3,86

11,70

7,96

3,50

9,45

4,65

3,86

11,70

7,96

3,50

9,45

4,65

3,86

11,70

7,96

3,50

9,45

4,71

4,10

11,23

7,54

4,52

14,37

5,79

4,11

11,23

7,54

4,52

14,37

5,79

4,11

11,23

7,54

4,52

14,37

5,79

4,11

11,23

7,54

4,52

14,37

5,79

4,11

11,23

7,54

4,52

14,37

5,79

4,78

16,85

10,86

4,52

14,37

5,79

4,78

16,85

10,86

4,52

14,37

5,79

4,78

16,85

10,86

4,52

14,37

5,79

4,78

16,85

10,86

4,52

14,37

5,79

4,78

16,85

10,86

4,52

14,37

5,79

4,78

16,85

10,86

4,52

14,37

5,79

4,78

16,85

10,86

4,52

14,37

5,79

4,78

16,85

10,86

4,52

14,37

GENERAL PRINCIPLES: • Characteristic values comply with the EN 1995:2014 standard and national specification ÖNORM EN 1995 - Annex K in accordance with ETA-11/0030.

• Values were calculated considering the threaded part as being completely inserted into the wood.

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

• Sizing and verification of the timber elements and panels must be done separately.

Rd =

Rk kmod γM

• 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 shear resistance characteristics are calculated considering a minimum fixing length of 4 d1 . • The screws must be positioned in accordance with the minimum distances.

• 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.

CARPENTRY | HBS | 39

STATIC VALUES | LVL 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]

1,35

1,80

1,69

1,47

1,80

1,69

1,47

1,80

1,69

1,47

100

1,80

1,69

1,47

120

1,80

1,69

1,47

1,96

2,56

2,41

2,09

100

2,56

2,41

2,09

110

2,56

2,41

2,09

120

2,56

2,41

2,09

130

2,56

2,41

2,09

140

2,56

2,41

2,09

150

2,56

2,41

2,09

160

2,56

5,12

2,41

2,09

180

105

2,56

5,12

105

2,41

105

2,09

200

125

2,56

5,12

125

2,41

125

2,09

220

145

2,56

5,12

145

2,41

145

2,09

240

165

2,56

5,12

165

2,41

165

2,09

260

185

2,56

115

5,12

185

2,41

185

2,09

280

205

2,56

135

5,12

205

2,41

205

2,09

300

225

2,56

155

5,12

225

2,41

225

2,09

NOTES: (1) The axial thread withdrawal resistance was calculated considering a 90°

angle between the grain and the connector and for a fixing length of b.

40 | HBS | CARPENTRY

(2) The axial resistance to head pull-through, with and without a washer, was

calculated using wood elements.

CHARACTERISTIC VALUES EN 1995:2014 TENSION thread withdrawal flat(1)

thread withdrawal edge(1)

head pull-through flat(2)

head pull-through with washer flat(2)

Rax,k

Rhead,k

[kN]

1,74

1,16

1,94

1,74

1,16

1,94

1,74

1,16

1,94

2,18

1,45

1,94

2,54

1,69

1,94

2,90

1,94

3,99

2,66

1,94

3,63

2,42

1,94

4,36

2,90

1,94

3,05

2,03

2,79

7,74

3,05

2,03

2,79

7,74

2,61

1,74

2,79

7,74

3,48

2,32

2,79

7,74

3,48

2,32

2,79

7,74

4,36

2,90

2,79

7,74

4,36

2,90

2,79

7,74

5,23

3,48

2,79

7,74

5,23

3,48

2,79

7,74

5,23

3,48

2,79

7,74

6,53

4,36

2,79

7,74

6,53

4,36

2,79

7,74

6,53

4,36

2,79

7,74

6,53

4,36

2,79

7,74

6,53

4,36

2,79

7,74

6,53

4,36

2,79

7,74

6,53

4,36

2,79

7,74

6,53

4,36

2,79

7,74

6,53

4,36

2,79

7,74

6,53

4,36

2,79

7,74

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:

Rk kmod Rd = γM

• For the calculation process, a mass density of ρ k = 480 kg/m3 has been considered for the softwood LVL elements and a mass density of ρk = 350 kg/m3 has been considered for timber elements. • Values were calculated considering the threaded part as being completely inserted into the wood. • Sizing and verification of the timber elements, panels and steel 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.

CARPENTRY | HBS | 41

STATIC VALUES | LVL 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]

100

2,89

120

4,01

3,77

3,30

140

4,01

3,77

3,30

160

4,01

3,77

3,30

180

100

4,01

100

3,77

100

3,30

200

120

4,01

8,03

120

3,77

120

3,30

220

140

4,01

8,03

140

3,77

140

3,30

240

160

4,01

8,03

160

3,77

160

3,30

260

180

4,01

105

8,03

180

3,77

180

3,30

280

200

4,01

125

8,03

200

3,77

200

3,30

300

100

200

4,01

100

105

8,03

200

3,77

200

3,30

320

100

220

4,01

100

125

8,03

220

3,77

220

3,30

340

100

240

4,01

100

145

8,03

240

3,77

240

3,30

360

100

260

4,01

100

165

8,03

260

3,77

260

3,30

380

100

280

4,01

100

185

8,03

280

3,77

280

3,30

400

100

300

4,01

120

165

8,03

300

3,77

300

3,30

440

100

340

4,01

120

205

8,03

340

3,77

340

3,30

480

100

380

4,01

120

245

8,03

380

3,77

380

3,30

520

100

420

4,01

120

285

8,03

420

3,77

420

3,30

100

120

4,08

140

4,69

160

5,93

5,58

4,84

180

100

5,93

100

5,58

100

4,84

200

120

5,93

120

5,58

120

4,84

220

140

5,93

140

5,58

140

4,84

240

160

5,93

11,87

160

5,58

160

4,84

260

180

5,93

105

11,87

180

5,58

180

4,84

280

200

5,93

125

11,87

200

5,58

200

4,84

300

100

200

5,93

100

105

11,87

200

5,58

200

4,84

320

100

220

5,93

100

125

11,87

220

5,58

220

4,84

340

100

240

5,93

100

145

11,87

240

5,58

240

4,84

360

100

260

5,93

100

165

11,87

260

5,58

260

4,84

380

100

280

5,93

120

145

11,87

280

5,58

280

4,84

400

100

300

5,93

120

165

11,87

300

5,58

300

4,84

42 | HBS | CARPENTRY

CHARACTERISTIC VALUES EN 1995:2014 TENSION thread withdrawal flat(1)

thread withdrawal edge(1)

head pull-through flat(2)

head pull-through with washer flat(2)

Rax,k

Rhead,k

[kN]

6,04

4,03

4,07

12,10

6,04

4,03

4,07

12,10

6,97

4,65

4,07

12,10

6,97

4,65

4,07

12,10

9,29

6,19

4,07

12,10

9,29

6,19

4,07

12,10

9,29

6,19

4,07

12,10

9,29

6,19

4,07

12,10

9,29

6,19

4,07

12,10

9,29

6,19

4,07

12,10

9,29

6,19

4,07

12,10

11,61

7,74

4,07

12,10

11,61

7,74

4,07

12,10

11,61

7,74

4,07

12,10

11,61

7,74

4,07

12,10

11,61

7,74

4,07

12,10

11,61

7,74

4,07

12,10

11,61

7,74

4,07

12,10

11,61

7,74

4,07

12,10

11,61

7,74

4,07

12,10

7,55

5,03

6,45

17,42

7,55

5,03

6,45

17,42

8,71

5,81

6,45

17,42

8,71

5,81

6,45

17,42

11,61

7,74

6,45

17,42

11,61

7,74

6,45

17,42

11,61

7,74

6,45

17,42

11,61

7,74

6,45

17,42

11,61

7,74

6,45

17,42

11,61

7,74

6,45

17,42

11,61

7,74

6,45

17,42

14,52

9,68

6,45

17,42

14,52

9,68

6,45

17,42

14,52

9,68

6,45

17,42

14,52

9,68

6,45

17,42

14,52

9,68

6,45

17,42

14,52

9,68

6,45

17,42

CARPENTRY | HBS | 43

CALCULATION EXAMPLES: VALLEY JACK RAFTER JOINT

CONNECTION TIMBER-TO-TIMBER/SINGLE SHEAR 1

ELEMENT 1

ELEMENT 2

B1 = 120 mm

B2 = 160 mm

H1 = 160 mm

H2 = 240 mm

Slope 30% (16,7°)

Slope 21% (12,0°)

Glulam GL24h

PROJECT DATA

SCREW SELECTION

CONNECTION GEOMETRY

Fv,Rd = 7,17 kN

HBS = 10x180 mm

t 1 = 60 mm

Service class = 1

Pre-drilling hole = no

α 1 = 73,3° (90° - 16,7°)

Washer = no

t2 = 120 mm

Load duration = short

(fixing length in element 2)

α 2 = 78,0° (90° - 12,0°)

SHEAR RESISTANCE CALCULATION (EN 1995:2014 e ETA-11/0030) My,k Rax,Rk Rax,Rk/4

d1 = 10,0 mm fh,1,k = 15,82 N/mm2 fh,2,k = 15,82 N/mm2 β = 1,00

= 35,8 Nm = min {resistance to thread withdrawal; resistance to head pull-through} = min {Rax,Rk ; Rhead,Rk} = 3,77 kN = 0,94 kN (cable effect)

fh,1,k t1 d

(a) = 9,49 kN

fh,2,k t2 d fh,1,k t1 d 1+β

Rv,Rk = min

1,05

β + 2β2 1 +

fh,1,k t1 d 2+β

f t d 1,05 h,1,k 2 1 + 2β 1,15

2β (1 + β)

t2 t1

2β (1 + β) + 2β2 (1 + β) +

+ β3

t2 ta

4β (2 + β) My,RK fh,1,k d t12 4β (1 + 2β ) My,RK

2My,RK fh,1,k d +

fh,1,k d t22

t -β 1+ 2 t1 -β +

Rax,Rk 4

Rax,Rk

-β +

(b) = 18,99 kN (c) = 7,39 kN

4 Rax,Rk 4

Rax,Rk

(d) = 4,87 kN (e) = 7,90 kN (f) = 4,81 kN

Rv,Rk = 4,81 kN

Rd =

Rk kmod γM

EN 1995:2014 kmod = 0,9 γM = 1,3 Rv,Rd = 3,33 kN

Italy - NTC 2018 kmod = 0,9 γM = 1,5 Rv,Rd = 2,89 kN

Minimum number of screws Fv,Rd/Rv,Rd = 2,15

Minimum number of screws Fv,Rd/Rv,Rd = 2,48

3 screws are hypothesized nef,SHEAR 3 (screws perpendicular to the grain) nef,TENSION max( 30,9;0,9·3)=2,70 Recalculating the shear resistance, for the cable effect, a tensile strength for the individual screws is assumed at: Rax,Rk = 3,77 · 2,70/3 = 3,39 kN (head pull-through) Rax,Rk /4 = 0,85 kN (cable effect) Individual screw shear resistance: Rv,Rk = 4,72 kN

Rv,Rd ≥ Fv,Rd

44 | HBS | CARPENTRY

EN 1995:2014 Rv,Rd = 3,27 kN

Italy - NTC 2018 Rv,Rd = 2,83 kN

Connection shear resistance: Rv,Rd = 3,27 x 3 = 9,80 kN > 7,17 kN OK

Connection shear resistance: Rv,Rd = 2,83 x 3 = 8,49 kN > 7,17 kN OK

CALCULATION EXAMPLES: VALLEY JACK RAFTER JOINT WITH MYPROJECT

CONNECTION TIMBER-TO-TIMBER/SINGLE SHEAR ELEMENT 1

B1 = 120 mm H1 = 160 mm

ELEMENT 2 B2 = 160 mm 1

H2 = 240 mm

Slope 30% (16,7°)

Slope 21% (12,0°)

Glulam GL24h

PROJECT DATA

SCREW SELECTION

CONNECTION GEOMETRY

Fv,Rd = 7,17 kN

HBS = 10x180 mm

t 1 = 60 mm

Service class = 1

Pre-drilling hole = no

α 1 = 73,3° (90° - 16,7°)

Load duration = short

Washer = no

t2 = 120 mm (fixing length in element 2) α 2 = 78,0° (90° - 12,0°)

SHEAR RESISTANCE CALCULATION WITH MYPROJECT SOFTWARE (EN 1995:2014 e ETA-11/0030)

CALCULATION REPORT

CARPENTRY | HBS | 45

HBS EVO

1002

CERTIFIED

AC233 | AC257 ESR-4645

C4 COATING

BIT INCLUDED

COATING

ETA-11/0030

COUNTERSUNK SCREW C4 EVO COATING 20 μm multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure, as per ISO 9227. Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

AGGRESSIVE WOODS Ideal for applications with woods containing tannin or treated with impregnating agents or other chemical processes.

STRUCTURAL APPLICATIONS Approved for structural applications subject to stresses in any direction vs. the grain (α = 0° - 90°). Asymmetric “umbrella” threading for better timber pull-through.

SUPERIOR STRENGTH Steel with superb yield and failure strength (fy,k = 1000 N/mm2). Very high torsional strength ftor,k for safer screwing.

CHARACTERISTICS FOCUS

corrosiveness class C4

HEAD

countersunk with under-head ribs

DIAMETER

from 5,0 to 8,0 mm

LENGTH

from 80 to 320 mm

MATERIAL Carbon steel, with a 20 μm coating, highly resistant to corrosion.

FIELDS OF USE • timber based panels • solid timber and glulam • CLT, LVL • high density woods • aggressive woods (containing tannin) • chemically treated woods Service classes 1, 2 and 3.

46 | HBS EVO | CARPENTRY

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 lattice beams (Rafter, Truss).

HARDWOOD FRAME Values also tested, certified and calculated for high density woods. Ideal for fastening aggressive woods containing tannin.

CARPENTRY | HBS EVO | 47

Fastening sill beams in frame structures.

Fastening outdoor fencing.

GEOMETRY AND MECHANICAL CHARACTERISTICS

X X

d2 d1

90° t1

b L

Nominal diameter

[mm]

Head diameter

[mm]

10,00

12,00

14,50

Tip 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

My,k

[Nm]

5,4

9,5

20,1

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter(2)

fhead,k

[N/mm2]

10,5

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

7,9

11,3

20,1

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

(1)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3. For applications with different materials or with high density please see ETA-11/0030. (2)

48 | HBS EVO | CARPENTRY

CODES AND DIMENSIONS d1

CODE

[mm] [in] 5 0.20 TX 25

6 0.24 TX 30

[mm] [mm]

pcs

[in]

CODE

[mm] [in]

[mm]

[in]

[mm]

[in]

HBSEVO580

3 1/8

1 9/16 100

HBSEVO8100

100

HBSEVO590

3 1/2

1 3/4

100

HBSEVO8120

120 4 3/4

HBSEVO5100

100

50 1 15/16 100

HBSEVO8140

140

HBSEVO680

3 1/8

HBSEVO8160

HBSEVO6100

100

50 1 15/16 100

HBSEVO6120

120 4 3/4

2 3/8

HBSEVO6140

140

5 1/2

2 9/16 100

HBSEVO8220

HBSEVO6160

160 6 1/4

3 3/8

100

HBSEVO8240

4 1/8

1 9/16 100 8 0.32 TX 40

100

[mm] [mm]

pcs [in]

1 7/8

2 3/8 100

5 1/2

3 1/8

100

160 6 1/4

3 1/8

100

HBSEVO8180

180 7 1/8

100

HBSEVO8200

200

120 4 3/4 100

220 8 5/8

140

5 1/2

100

240 9 1/2

160 6 1/4

100

200

100

HBSEVO6180

180 7 1/8

105

100

HBSEVO8280

280

HBSEVO6200

200

125 4 15/16 100

HBSEVO8320

320 12 5/8 100

220 9 1/2

100

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1 a1 a2 a3,t a3,c a4,t a4,c

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

5∙d 3∙d 12∙d 7∙d 3∙d 3∙d

5 25 15 60 35 15 15

6 30 18 72 42 18 18

SCREWS INSERTED WITH PRE-DRILLING HOLE

8 40 24 96 56 24 24

4∙d 4∙d 7∙d 7∙d 7∙d 3∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE d1 a1 a2 a3,t a3,c a4,t a4,c

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

12∙d 5∙d 15∙d 10∙d 5∙d 5∙d

5 60 25 75 50 25 25

6 72 30 90 60 30 30

5 20 20 35 35 35 15

6 24 24 42 42 42 18

8 32 32 56 56 56 24

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

8 96 40 120 80 40 40

5∙d 5∙d 10∙d 10∙d 10∙d 5∙d

5 25 25 50 50 50 25

6 30 30 60 60 60 30

8 40 40 80 80 80 40

d = 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 ρk ≤ 420 kg/m3. • In the case of joints with elements in Douglas fir, the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5.

• 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.

CARPENTRY | HBS EVO | 49

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

timber-to-timber

panel-to-timber(1)

TENSION

thin steel-timber plate(2)

thick steel-timber plate(3)

thread withdrawal(4)

head pull-through (5)

Splate

A L b d1

RV,k

Rax,k

Rhead,k

[mm]

[kN]

1,54

2,42

2,71

1,21

1,54

2,51

3,05

1,21

1,54 2,18

1,22 1,67 1,67

100

2,18

120

2,18

140

2,18

160

2,18

180

105

2,18

200

125

2,18

1,67

100

3,44

2,64

1,67 1,67 1,67 1,67

1,91 2,00 2,08

2,59

3,38

1,21

2,55

3,27

3,25

1,75

2,76

3,48

4,06

1,75

3,68

4,87

1,75

3,99

6,09

1,75

2,96 3,26 3,26

SPLATE = 6,0 mm

50 40

SPLATE = 3,0 mm

50 40

3,99

6,09

1,75

3,99

6,09

1,75

3,26

3,99

6,09

1,75

4,21

5,37

5,63

2,55

3,26

3,44

2,64

4,43

5,59

6,50

2,55

3,44

2,64

4,43

5,59

6,50

2,55

160

3,44

180

100

3,44

200

120

3,44

220

140

3,44

240

160

3,44

280

200

320

100

220

2,64 2,64 2,64 2,64

4,97 4,97 4,97 4,97

SPLATE = 8,0 mm

120 140

SPLATE = 4,0 mm

1,22

SPAN = 18 mm

1,22

100

SPAN = 22 mm

SPLATE = 5,0 mm

[mm]

SPLATE = 2,5 mm

[mm]

SPAN = 15 mm

6,13

8,66

2,55

6,13

8,66

2,55

6,13

8,66

2,55

6,13

8,66

2,55

6,13

8,66

2,55

2,64

4,97

3,44

2,64

4,97

6,13

8,66

2,55

3,44

2,64

5,51

6,67

10,83

2,55

NOTES:

GENERAL PRINCIPLES:

(1) The characteristic shear resistances are calculated considering an OSB3 or

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

OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN. (2) The shear resistance characteristics are calculated considering the case of

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.

• 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. • For the calculation process a timber characteristic density ρk = 420 kg/m3 has been considered. • Values were calculated considering the threaded part as being completely inserted into the wood. • Sizing and verification of the timber elements, panels and steel 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. • For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

50 | HBS EVO | CARPENTRY

HBS COIL

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.

CHARACTERISTICS FOCUS

HBS bound screw

HEAD

countersunk with under-head ribs

DIAMETER

from 4,0 to 6,0 mm

LENGTH

from 30 to 80 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL • high density woods Service classes 1 and 2.

52 | HBS COIL | CARPENTRY

GEOMETRY

X X

d2 d1

90° dS

b L

Nominal diameter

[mm]

4,5

Head diameter

[mm]

8,00

9,00

10,00

12,00

Tip 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

[mm]

2,5

3,0

4,0

Pre-drilling hole (1)

diameter(1)

Pre-drilling valid for softwood.

CODES AND DIMENSIONS d1

CODE

[mm] [in] 4 0.16 TX 20 4,5 0.18 TX 20

[mm]

[in]

HZB430

1 3/16

9/16

3000

HZB440

1 9/16

5/8

2000

HZB450

1 15/16

1 1/32

1500

HZB4550

[mm] [mm]

pcs

1 15/16

[in]

CODE

[mm] [in]

1 1/32

5 0.20 TX 25 6 0.24 TX 30

1500

[mm] [mm]

pcs

[mm]

[in]

HZB560

2 3/8

1 3/16

[in] 1250

HZB570

2 3/4

1 3/8

625

HZB580

3 1/8

1 9/16

625

HZB670

2 3/4

1 3/16

625

HZB680

3 1/8

1 9/16

625

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

HH14000621

TX30 M6 bit for HZB Ø6

HH3372

HH3338

Further information on page 356-358.

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 HH14000621). We recommend using the extension HH14411591 for an easier installation of the screws on horizontal planes.

HH14411591

HZB6PLATE

HH14000621

CARPENTRY | HBS COIL | 53

HBS SOFTWOOD

EN 14592

COUNTERSUNK SCREW HBS S Special self-perforating tip with serrated thread (SAW tip) that cuts the timber fibres, facilitating initial grip and subsequent penetration.

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

CHROMIUM (VI) FREE Total absence of hexavalent chromium. Compliance with the strictest regulations governing chemical substances (SVHC). REACH information available.

CHARACTERISTICS FOCUS

long thread

HEAD

countersunk with under-head ribs

DIAMETER

from 5,0 to 8,0 mm

LENGTH

from 50 to 400 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • fibre board and MDF panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL Service classes 1 and 2.

54 | HBS SOFTWOOD | CARPENTRY

GEOMETRY AND MECHANICAL CHARACTERISTICS A

d2 d1

90°

X X

L Nominal diameter

[mm]

Head diameter

[mm]

10,00

12,00

14,50

Tip 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 Characteristic yield moment Characteristic withdrawal-resistance parameter Associated density Characteristic head-pull-through parameter Associated density Characteristic tensile strength

[mm]

3,0

4,0

5,0

My,k

[Nm]

6,0

10,0

20,5

fax,k

[N/mm2]

12,0

ρa

[kg/m3]

350

fhead,k

[kN]

13,0

ρa

[kg/m3]

350

ftens,k

[kN]

8,0

12,0

19,0

CODES AND DIMENSIONS d1

CODE

[mm] [in]

5 0.20 TX 25

6 0.24 TX 30

HBSS550 HBSS560 HBSS570 HBSS580 HBSS5100 HBSS5120 HBSS660 HBSS670 HBSS680 HBSS690 HBSS6100 HBSS6120 HBSS6140 HBSS6160 HBSS6180 HBSS6200 HBSS6220 HBSS6240 HBSS6260

L [mm] 50 60 70 80 100 120 60 70 80 90 100 120 140 160 180 200 220 240 260

[in] 1 15/16 2 3/8 2 3/4 3 1/8 4 4 3/4 2 3/8 2 3/4 3 1/8 3 1/2 4 4 3/4 5 1/2 6 1/4 7 1/8 8 8 5/8 9 1/2 10 1/4

pcs

[mm] [mm] [in] 30 20 13/16 200 35 25 1 200 40 30 1 3/16 200 50 30 1 3/16 100 60 40 1 9/16 100 60 60 2 3/8 100 35 25 1 100 40 30 1 3/16 100 50 30 1 3/16 100 55 35 1 3/8 100 60 40 1 9/16 100 75 45 1 3/4 100 80 60 2 3/8 100 90 70 2 3/4 100 100 80 3 1/8 100 100 100 4 100 100 120 4 3/4 100 100 140 5 1/2 100 100 160 6 1/4 100

CODE

[mm] [in] 6 HBSS6280 0.24 TX 30 HBSS6300 HBSS880 HBSS8100 HBSS8120 HBSS8140 HBSS8160 HBSS8180 HBSS8200 HBSS8220 8 0.32 HBSS8240 TX 40 HBSS8260 HBSS8280 HBSS8300 HBSS8320 HBSS8340 HBSS8360 HBSS8380 HBSS8400

[mm]

[in]

280

[mm] [mm]

pcs [in]

100

180

7 1/8

100

300 11 3/4 100

200

100

80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

28 40 40 60 70 90 100 120 140 160 180 200 220 240 260 280 300

1 1/8 1 9/16 1 9/16 2 3/8 2 3/4 3 1/2 4 4 3/4 5 1/2 6 1/4 7 1/8 8 8 5/8 9 1/2 10 1/4 11 11 3/4

100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100

3 1/8 4 4 3/4 5 1/2 6 1/4 7 1/8 8 8 5/8 9 1/2 10 1/4 11 11 3/4 12 5/8 13 3/8 14 1/4 15 15 3/4

52 60 80 80 90 90 100 100 100 100 100 100 100 100 100 100 100

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

CARPENTRY | HBS SOFTWOOD | 55

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

5∙d

[mm]

3∙d

a3,t

[mm]

12∙d

18 72

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

42 18

a4,c

[mm]

3∙d

[mm]

12∙d

[mm]

5∙d

a3,t

[mm]

15∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

a4,c

[mm]

5∙d

SCREWS INSERTED WITH PRE-DRILLING HOLE 5

4∙d

7∙d

3∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

5∙d

120

10∙d

5∙d

d = nominal screw diameter

stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

unload edge 180° < α < 360°

F α

α a3,t

stressed edge 0° < α < 180°

F α

a4,t

a4,c

a3,c

NOTES:

GENERAL PRINCIPLES:

• The minimum distances are compliant with EN 1995:2014, considering a timber characteristic density of ρ k ≤ 420 kg/m3 and a diameter of d = nominal screw diameter.

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

• T he 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.

Rd =

Rk kmod γM

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

• F or the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Sizing and verification of the timber elements, panels and steel 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.

56 | HBS SOFTWOOD | CARPENTRY

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

timber-to-timber

panel-to-timber(1)

TENSION

thin steel-timber plate(2)

thick steel-timber plate(3)

thread withdrawal(4)

head pull-through (5)

Rhead,k

Splate

A L b d1

RV,k

Rax,k

[mm]

[kN]

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

30 35 40 50 60 60 35 40 50 55 60 75 80 90 100 100 100 100 100 100 100 52 60 80 80 90 90 100 100 100 100 100 100 100 100 100 100 100

20 25 30 30 40 60 25 30 30 35 40 45 60 70 80 100 120 140 160 180 200 28 40 40 60 70 90 100 120 140 160 180 200 220 240 260 280 300

1,18 1,27 1,37 1,37 1,46 1,46 1,62 1,75 1,75 1,86 1,98 2,03 2,03 2,03 2,03 2,03 2,03 2,03 2,03 2,03 2,03 2,46 2,75 2,75 3,16 3,16 3,16 3,16 3,16 3,16 3,16 3,16 3,16 3,16 3,16 3,16 3,16 3,16

1,94 2,27 2,59 3,24 3,89 3,89 2,72 3,11 3,89 4,27 4,66 5,83 6,22 6,99 7,77 7,77 7,77 7,77 7,77 7,77 7,77 5,39 6,22 8,29 8,29 9,32 9,32 10,36 10,36 10,36 10,36 10,36 10,36 10,36 10,36 10,36 10,36 10,36

1,40 1,40 1,40 1,40 1,40 1,40 2,02 2,02 2,02 2,02 2,02 2,02 2,02 2,02 2,02 2,02 2,02 2,02 2,02 2,02 2,02 2,95 2,95 2,95 2,95 2,95 2,95 2,95 2,95 2,95 2,95 2,95 2,95 2,95 2,95 2,95 2,95 2,95

SPLATE = 6 mm

1,48 1,68 1,76 1,92 2,08 2,08 2,00 2,30 2,49 2,59 2,69 2,98 3,05 3,05 3,05 3,05 3,05 3,05 3,05 3,05 3,05 3,29 3,97 4,49 4,49 4,75 4,75 4,84 4,84 4,84 4,84 4,84 4,84 4,84 4,84 4,84 4,84 4,84

SPLATE = 8 mm

SPLATE = 3 mm SPLATE = 4 mm

SPAN = 18 mm

1,44 1,44 1,44 1,44 1,44 1,44 1,85 1,85 1,85 1,85 1,85 1,85 1,85 1,85 1,85 1,85 1,85 1,85 1,85 1,85 1,85 2,65 2,65 2,65 2,65 2,65 2,65 2,65 2,65 2,65 2,65 2,65 2,65 2,65 2,65 2,65 2,65 2,65

SPLATE = 5 mm

b [mm]

SPLATE = 2,5 mm

L [mm]

SPAN = 18 mm

d1 [mm]

2,06 2,14 2,22 2,38 2,55 2,55 2,83 2,93 3,12 3,22 3,32 3,61 3,71 3,90 4,10 4,10 4,10 4,10 4,10 4,10 4,10 4,77 4,98 5,50 5,50 5,75 5,75 6,01 6,01 6,01 6,01 6,01 6,01 6,01 6,01 6,01 6,01 6,01

NOTES: (1) The characteristic shear strength are calculated considering an OSB

(4) The axial thread withdrawal resistance was calculated considering a 90° an-

panel or particle board with a SPAN thickness and timber density of ρk = 500 kg/m3.

(5) The axial resistance to head pull-through was calculated using timber ele-

(2) The shear resistance characteristics are calculated considering the case of

a thin plate (SPLATE ≤ 0,5 d1). (3) The shear resistance characteristics are calculated considering the case of

gle between the grain and the connector and for a fixing length of b. ments. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through.

a thick plate (SPLATE ≥ d1).

CARPENTRY | HBS SOFTWOOD | 57

HBS SOFTWOOD BULK

EN 14592

COUNTERSUNK SCREW HBS S BULK Large package (BULK) for mass and serial use in factory or construction yard. Special self-perforating tip with serrated thread (SAW tip).

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

CHROMIUM (VI) FREE Total absence of hexavalent chromium. Compliance with the strictest regulations governing chemical substances (SVHC). REACH information available.

CHARACTERISTICS FOCUS

maxi package

HEAD

countersunk with under-head ribs

DIAMETER

5,0 and 6,0 mm

LENGTH

from 60 to 160 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • fibre board and MDF panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL Service classes 1 and 2.

58 | HBS SOFTWOOD BULK | CARPENTRY

GEOMETRY AND MECHANICAL CHARACTERISTICS A

X X

d2 d1

90° dS

b L

Nominal diameter

[mm]

Head diameter

[mm]

10,00

12,00

Tip diameter

[mm]

3,40

3,95

Shank diameter

[mm]

3,65

4,30

Head thickness

[mm]

3,10

4,50

Pre-drilling hole diameter

[mm]

3,0

4,0

My,k

[Nm]

6,0

10,0

fax,k

[N/mm2]

12,0

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter

fhead,k

[kN]

13,0

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

8,0

12,0

Characteristic yield moment Characteristic withdrawal-resistance parameter

CODES AND DIMENSIONS d1

CODE

[mm] [in] 5 0.20 TX 25

L [mm]

[in] [mm] [mm]

pcs [in]

[mm] [in]

HBSSBULK560

2 3/8

HBSSBULK570

2 3/4

1 3/16 2000

HBSSBULK580

3 1/8

1 3/16 1800

1 9/16 1000

HBSSBULK5100 100

CODE

L [mm]

HBSSBULK6100 100

2500 6 0.24 TX 30

[in] [mm] [mm] 4

pcs [in]

1 9/16 800

HBSSBULK6120 120 4 3/4

1 3/4

600

HBSSBULK6140 140

5 1/2

2 3/8

600

HBSSBULK6160 160 6 1/4

2 3/4

500

TIMBER FRAME Ideal for serial fastening of factory-framed panels. Packaging in large quantities prevents material wastes and speeds up production.

CARPENTRY | HBS SOFTWOOD BULK | 59

HBS HARDWOOD

BIT INCLUDED

ETA-11/0030

COUNTERSUNK SCREW FOR HARDWOODS HARDWOOD CERTIFICATION Special tip with diamond geometry and notched, serrated thread. ETA-11/0030 certification for use with high density timber without any pre-drill. Approved for structural applications subject to stresses in any direction vs. the grain (α = 0° - 90°).

LARGER DIAMETER Inner tip diameter increased to ensure tightening in the highest density woods. Excellent twisting moment values. HBS H Ø6 mm, comparable to a diameter of 7 mm; HBS H Ø8 mm, comparable to a diameter of 9 mm.

60° COUNTERSUNK HEAD Concealed head, 60°, for effective, minimally invasive insertion, even in high density woods.

CHARACTERISTICS FOCUS

hardwood screw

HEAD

60° taper with under-head ribs

DIAMETER

7,0 and 9,0 mm

LENGTH

from 80 to 240 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • • • • •

timber based panels solid timber and glulam CLT, LVL high density woods beech, oak, cypress, ash, eucalyptus, bamboo Service classes 1 and 2.

60 | HBS HARDWOOD | CARPENTRY

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 without pre-drilling, for densities of up to 800 kg/m3.

CARPENTRY | HBS HARDWOOD | 61

GEOMETRY AND MECHANICAL CHARACTERISTICS

X X

d2 d1

60° dS

b L

Nominal diameter eq.

d1 eq.

[mm]

Nominal diameter

[mm]

Head diameter

[mm]

12,00

14,50

Tip diameter

[mm]

4,50

5,90

Shank diameter

[mm]

4,80

6,30

Pre-drilling hole diameter(1)

[mm]

4,0

6,0

My,k

[Nm]

15,8

33,4

fax,k

[N/mm2]

42,0

ρa

[kg/m3]

730

Characteristic head-pull-through parameter(2)

fhead,k

[N/mm2]

50,0

Associated density

ρa

[kg/m3]

730

Characteristic withdrawalresistance parameter(3)

fax,k

[N/mm2]

22,0

Associated density

ρa

[kg/m3]

530

Characteristic head-pull-through parameter(3)

fhead,k

[N/mm2]

28,0

24,0

Associated density

ρa

[kg/m3]

530

Characteristic tensile strength

ftens,k

[kN]

18,0

32,0

Characteristic yield moment Characteristic withdrawalresistance parameter(2) Associated density

(1)

Pre-drilling valid for hardwood and beech LVL. Valid for beech or FST LVL - maximum density 750 kg/m3. (3) Valid for hardwood (oak, beech) - maximum density 590 kg/m3 . For applications with different materials please see ETA-11/0030. (2)

CODES AND DIMENSIONS d1 eq.

CODE

[mm] [in]

7 0.28 TX 30

[mm] [in] [mm] [in] [mm][mm]

pcs [in]

d1 eq.

CODE

[mm] [in]

[mm] [in] [mm] [in] [mm][mm]

pcs [in]

HBSH780

0.24 80 3 1/8 50

1 3/16 100

HBSH9120

0.32 120 4 3/4 70

50 1 15/16 100

HBSH7100

0.24 100

1 9/16 100

HBSH9140

0.32 140 5 1/2 80

2 3/8

100

HBSH7120

0.24 120 4 3/4 70

50 1 15/16 100

HBSH9160

0.32 160 6 1/4 90

2 3/4

100

HBSH7140

0.24 140 5 1/2 80

2 3/8 100

HBSH9180

0.32 180 7 1/8 100

3 1/8

100

HBSH7160

0.24 160 6 1/4 90

2 3/4 100

HBSH9200

0.32 200

100

d1 eq. = nominal diameter equivalent to a screw with the same dS NOTES: upon request, EVO version is available.

62 | HBS HARDWOOD | CARPENTRY

9 0.36 TX 40

100 100

HBSH9220

0.32 220 8 5/8 100 120

4 3/4

100

HBSH9240

0.32 240 9 1/2 100 140

5 1/2

100

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE

d1 eq.

[mm]

5∙d1

4∙d1

[mm]

3∙d1

4∙d1

a3,t

[mm]

12∙d1

7∙d1

a3,c

[mm]

7∙d1

a4,t

[mm]

3∙d1

7∙d1

a4,c

[mm]

3∙d1

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

d1 eq.

[mm]

120

[mm]

7∙d1

a3,t

[mm]

20∙d1

120

160

15∙d1

120

a3,c

[mm]

15∙d1

120

15∙d1

120

a4,t

[mm]

7∙d1

12∙d1

a4,c

[mm]

7∙d1

15∙d1

7∙d1

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 compliant with EN 1995:2014, according to ETA-11/0030, considering a timber characteristic density of ρk > 420 kg/m3 and calculation diameter of d = nominal screw diameter.

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

• The minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

CARPENTRY | HBS HARDWOOD | 63

STATIC VALUES | HARDWOOD

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

timber-to-timber

panel-to-timber(1)

TENSION

thin steel-timber plate(2)

thick steel-timber plate(3)

thread withdrawal(4)

head pull-through (5)

Splate

Splate A L b d1

RV,k

Rax,k

Rhead,k

[kN]

5,33

6,80

4,15

5,67

8,16

4,15

6,01

9,52

4,15

6,35

10,88

4,15

3,21

100

3,61

120

3,61

140

3,61

1,71 1,71 1,71 1,71

4,61 4,95 5,14

160

3,61

6,69

12,24

4,15

120

5,35

2,39

7,31

9,02

12,69

5,20

140

5,43

2,39

7,76

9,47

14,50

5,20

9,92

16,32

5,20

10,38

18,13

5,20

160

5,43

180

100

5,43

200

100

5,43

220

100

120

5,43

240

100

140

5,43

1,71

4,27

2,39 2,39 2,39 2,39

5,14

8,21 8,27 8,27 8,27

2,39

SPLATE = 8 mm

RV,k [kN]

SPLATE = 4 mm

RV,k [kN]

SPLATE = 6 mm

SPLATE = 3 mm

SPAN = 12 mm

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

SPAN = 15 mm

d1 eq.

8,27

10,38

18,13

5,20

10,38

18,13

5,20

10,38

18,13

5,20

NOTES:

GENERAL PRINCIPLES:

(1) The characteristic shear resistances are calculated considering an OSB3 or

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

OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN. (2) The shear resistance characteristics are calculated considering the case of

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

ments. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through.

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. • For the calculation process a mass density equal to ρk = 550 kg/m3 has been considered for hardwood (oak) elements. • Values were calculated considering the threaded part as being completely inserted into the wood. • Sizing and verification of the timber elements, panels and steel plates must be done separately. • The connector characteristic strength values are calculated for screws inserted without pre-drilling hole.

64 | HBS HARDWOOD | CARPENTRY

STATIC VALUES | BEECH LVL

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

LVL - LVL

TENSION(3)

thin steel-LVL plate(1)

thick steel-LVL plate(2)

thread withdrawal(4)

steel tension

head pull-through(5)

A L b

RV,k

Rax,k

Rtens,k

Rhead,k

[kN]

5,19

100

5,19

120

5,19

140

5,19

6,54 6,77 6,77 6,77

12,60

7,20

15,12

7,20

9,20

17,64

9,29

20,16

18,00

7,20 7,20

160

5,19

9,29

22,68

7,20

120

8,19

11,13

13,75

23,52

10,51

140

8,19

11,13

14,59

26,88

10,51

160

8,19

180

100

8,19

200

100

8,19

220

100

120

8,19

240

100

140

8,19

6,77

7,94 8,57

SPLATE = 8 mm

RV,k [kN]

SPLATE = 4 mm

RV,k [kN]

SPLATE = 6 mm

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

SPLATE = 3 mm

d1 eq. d1

11,13 11,13 11,13 11,13 11,13

15,43

30,24

15,74

33,60

10,51 32,00

10,51

15,74

33,60

10,51

15,74

33,60

10,51

15,74

33,60

10,51

NOTES:

GENERAL PRINCIPLES:

(1) The shear resistance characteristics are calculated considering the case of

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

a thin plate (SPLATE ≤ 0,5 d1). (2) The shear resistance characteristics are calculated considering the case of

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

a thick plate (SPLATE ≥ d1). (3) The tensile design strength of the connector is the lower between the tim-

ber-side design strength (Rax,d) and the steel-side design strength (Rtens,d).

Rax,d = min

Rax,k kmod γM Rtens,k γM2

(4) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b. (5) The axial resistance to head pull-through was calculated using LVL beech

elements. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through.

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. • For the calculation process a mass density equal to ρk = 730 kg/m3 has been considered for LVL beech elements. • Values were calculated considering the threaded part as being completely inserted into the wood. • Sizing and verification of the timber elements, panels and steel plates must be done separately. • The characteristic shear strength are calculated for screws inserted without pre-drilling hole.

CARPENTRY | HBS HARDWOOD | 65

TBS

AC233 ESR-4645

BIT INCLUDED

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

STRUCTURAL APPLICATIONS Approved for structural applications subject to stresses in any direction vs. the grain (α = 0° - 90°). Asymmetric “umbrella” threading for better timber pull-through.

SUPERIOR STRENGTH Steel with superb yield and failure strength (fy,k = 1000 N/mm2). Very high torsional strength ftor,k for safer screwing.

DUCTILITY Bending angle 20° greater than standard, certified according to ETA-11/0030. Cyclical SEISMIC-REV tests according to EN 12512. Seismic performance tested according to EN 14592.

CHARACTERISTICS FOCUS

screw with built-in washer

HEAD

flange

DIAMETER

from 6,0 to 10,0 mm

LENGTH

from 40 to 520 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL • high density woods Service classes 1 and 2.

66 | TBS | CARPENTRY

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.

CARPENTRY | TBS | 67

Fastening SIP panels with 8 mm diameter TBS screws.

Fastening CLT walls with 8 mm diameter TBS screws.

GEOMETRY AND MECHANICAL CHARACTERISTICS

dK d2 d1

Ø6 - Ø8

Ø8 MAX

Ø10

Nominal diameter

[mm]

8 MAX

Head diameter

[mm]

15,50

19,00

24,50

25,00

Tip diameter

[mm]

3,95

5,40

6,40

Shank diameter

[mm]

4,30

5,80

7,00

Pre-drilling hole diameter(1)

[mm]

4,0

5,0

6,0

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

My,k

[Nm]

9,5

20,1

35,8

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic withdrawal-resistance parameter(3)

fax,k

[N/mm2]

Associated density

ρa

[kg/m3]

500

Characteristic head-pull-through parameter(2)

fhead,k

[N/mm2]

10,5

15,0

10,5

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter(3)

fhead,k

[N/mm2]

Associated density

ρa

[kg/m3]

500

Characteristic tensile strength

ftens,k

[kN]

11,3

20,1

31,4

(1)

68 | TBS | CARPENTRY

CODES AND DIMENSIONS d1

CODE

[mm] [in] [mm]

8 0.32 TX 40

b [in]

2 3/8

TBS670

2 3/4

TBS680

3 1/8

TBS690

3 1/2

TBS660

6 0.24 TX 30

L [mm]

TBS6100

100

TBS6120

120 4 3/4

TBS6140

140

[mm] [mm]

pcs [in]

CODE

[mm] [in] [mm]

[mm]

[in]

100

13/16 100

TBS10100

1 3/16 100

TBS10120

120 4 3/4

1 3/16 100

TBS10140

140

5 1/2

1 9/16 100

TBS10160

160 6 1/4

1 9/16 100

TBS10180

1 3/4

TBS10200

100

[mm] [mm] 52

pcs [in]

1 7/8

2 3/8

3 1/8

180 7 1/8

100

200

100

5 1/2

2 9/16 100

TBS10220

220 8 5/8 100

120 4 3/4

15,5 TBS6160

160 6 1/4

3 3/8

100

TBS10240

240 9 1/2 100

140

5 1/2

TBS6180

180 7 1/8

105

4 1/8

100

TBS10260

260 10 1/4 100

160 6 1/4

TBS6200

200

125 4 15/16 100

TBS10280

280

180 7 1/8

TBS6220

220 8 5/8 100

120

4 3/4

100

TBS10300

300 11 3/4 100

200

TBS6240

240 9 1/2 100

140

5 1/2

100

TBS10320

320 12 5/8 120

200

10 0.40 TX 50

100

TBS6260

260 10 1/4 100

160

6 1/4

100

TBS10340

340 13 3/8 120

220 8 5/8

TBS6280

280

100

180

7 1/8

100

TBS10360

360 14 1/4 120

240 9 1/2

TBS6300

300 11 3/4 100

200

100

TBS10380

380

260 10 1/4

TBS840

1 9/16

5/16

100

TBS10400

400 15 3/4 120

280

TBS860

2 3/8

1 1/8

100

TBS10440

440 17 1/4 120

320 12 5/8 50

TBS880

3 1/8

1 1/8

TBS10480

480

120

360 14 1/4

TBS8100

100

1 7/8

TBS10520

520 20 1/2 120

400 15 3/4

TBS8120

120 4 3/4

1 9/16

TBS8140

140

2 3/8

TBS8160

160 6 1/4 100

2 3/8

TBS8180

180 7 1/8

3 1/8

5 1/2

100

TBS8200

200

100

TBS8220

220 8 5/8 100

120

4 3/4

TBS8240

240 9 1/2 100

140

5 1/2

TBS8260

260 10 1/4 100

160

6 1/4

TBS8280

280

100

180

7 1/8

TBS8300

300 11 3/4 100

200

TBS8320

320 12 5/8 100

220

8 5/8

TBS8340

340 13 3/8 100

240

9 1/2

TBS8360

360 14 1/4 100

260 10 1/4

TBS8380

380

280

TBS8400

400 15 3/4 100

300 11 3/4

TBS8440

440 17 1/4 100

340 13 3/8

TBS8480

480

380

TBS8520

520 20 1/2 100

100

120

TBS MAX d1

CODE

[mm] [in] [mm] 8 0.32 TX 40

pcs

[mm] [in] [mm] [mm] [in] TBSMAX8200 200

120

24,5 TBSMAX8220 220 8 5/8 120

100

TBSMAX8240 240 9 1/2 120

3 1/8 50 4

120 4 3/4 50

420 16 9/16 50

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. The enlarged head guarantees excellent joint tightening, making the use of presses unnecessary when gluing wooden elements together.

CARPENTRY | TBS | 69

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

[mm]

12∙d

[mm]

5∙d

SCREWS INSERTED WITH PRE-DRILLING HOLE

8 MAX

4∙d

120

7∙d

3∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 6

8 MAX

120

8 MAX

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 6

8 MAX

5∙d

a3,t

[mm]

15∙d

120

150

10∙d

100

a3,c

[mm]

10∙d

100

10∙d

100

a4,t

[mm]

5∙d

10∙d

100

a4,c

[mm]

5∙d

d = 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 compliant with EN 1995:2014, according to ETA-11/0030, considering a timber characteristic density of ρk ≤ 420 kg/m3 and calculation diameter of d = nominal screw diameter. • The minimum spacing for all panel-to-timber connections(a1 , a2) can be multiplied by a coefficient of 0,85.

70 | TBS | CARPENTRY

• 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.

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

TENSION

timber-to-timber

panel-to-timber(1)

thread withdrawal(2)

head pull-through

RV,k

Rax,k

Rhead,k

[kN]

A L b

[mm]

[kN]

60 70 80 90 100 120 140 160 180 200 220 240 260 280 300 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 440 480 520 200 220 240

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

20 30 30 40 40 45 65 85 105 125 120 140 160 180 200 8 10 28 48 40 60 60 80 100 120 140 160 180 200 220 240 260 280 300 340 380 420 80 100 120

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 1,08 1,35 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 5,11 5,11 5,11

8 MAX

SPAN = 65 mm

SPAN = 50 mm

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 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 5,28 5,28 5,28

[kN]

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 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 12,12 12,12 12,12

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 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 9,72 9,72 9,72

NOTES: (1) The characteristic shear strength are calculated considering an OSB panel

or particle board with a SPAN thickness.

(2) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b.

CARPENTRY | TBS | 71

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

TENSION

timber-to-timber

panel-to-timber(1)

thread withdrawal(2)

head pull-through

RV,k

Rax,k

Rhead,k

[kN]

A L b

[mm]

[kN]

100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 440 480 520

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

48 60 80 80 100 100 120 140 160 180 200 200 220 240 260 280 320 360 400

4,92 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64 5,64

SPAN = 80 mm

4,47 5,84 5,85 5,85 5,85 5,85 5,85 5,85 5,85 5,85 5,85 5,85 5,85 5,85 5,85 5,85 5,85 5,85

[kN]

6,57 7,58 7,58 10,10 10,10 12,63 12,63 12,63 12,63 12,63 12,63 15,15 15,15 15,15 15,15 15,15 15,15 15,15 15,15

7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08 7,08

NOTES: (1) The characteristic shear strength are calculated considering an OSB panel

or particle board with a SPAN thickness. (2) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b.

• For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. Characteristic resistances can also be considered as valid for larger densities, for the purposes of safety • Values were calculated considering the threaded part as being completely inserted into the wood.

GENERAL PRINCIPLES:

• Sizing and verification of the timber elements, panels and steel plates must be done separately.

• 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

72 | TBS | CARPENTRY

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

CALCULATION EXAMPLE: RAFTER - PURLIN JOINT WITH MYPROJECT

CONNECTION TIMBER-TO-TIMBER/SINGLE SHEAR

ELEMENT 1

ELEMENT 2

B1 = 120 mm

B2 = 200 mm

H1 = 160 mm

H2 = 240 mm

Slope 30% (16,7°)

Slope 0% (0°)

Glulam GL24h

PROJECT DATA

SCREW SELECTION

CONNECTION GEOMETRY

Fv,Rd = 1,89 kN

TBS = 8x260 mm

t 1 = 160 mm

Service class = 1

Pre-drilling hole = no

α 1 = 0° t2 = 100 mm (fixing length in element 2)

Load duration = short

α 2 = 90°

SHEAR RESISTANCE CALCULATION WITH MYPROJECT SOFTWARE (EN 1995:2014 e ETA-11/0030) d1

My,k

= 20,1 Nm

fh,1,k = 16,92 N/mm2

Rax,Rk

= min {resistance to thread withdrawal; resistance to head pull-through} = min {Rax,Rk ; Rhead,Rk}

fh,2,k = 16,92 N/mm2

= 4,09 kN

Rax,Rk/4 = 1,02 kN (cable effect)

= 8,0 mm

= 1,00

Rv,Rk = 3,71 kN

k R Rv,Rd = v,Rk mod γM

EN 1995:2014 kmod = 0,9 γM = 1,3 Rv,Rd = 2,56 kN > 1,89 kN OK

Italy - NTC 2018 kmod = 0,9 γM = 1,5 Rv,Rd = 2,22 kN > 1,89 kN OK

CARPENTRY | TBS | 73

MINIMUM DISTANCES FOR SHEAR AND AXIAL LOADS | CLT

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

lateral face(1)

narrow face(2)

[mm]

4∙d

10∙d

100

[mm]

2.5∙d

a3,t

[mm]

6∙d

4∙d

12∙d

120

a3,c

[mm]

6∙d

7∙d

a4,t

[mm]

6∙d

a4,c

[mm]

2.5∙d

3∙d

d = nominal screw diameter

a4,c

a4,t α

F α a3,c

a3,t

a2 a2

a3,c a4,c

a3,t

a4,c

tCLT

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.

74 | TBS | CARPENTRY

(1) Minimum CLT thickness t

min = 10∙d (2) Minimum CLT thickness t min = 10∙d and minimum screw pull-through depth tpen = 10∙d

MINIMUM DISTANCES FOR SHEAR LOADS | LVL

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE [mm] [mm] [mm] [mm] [mm] [mm] [mm]

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

12∙d 5∙d 15∙d 10∙d 5∙d 5∙d

72 30 90 60 30 30

96 40 120 80 40 40

120 50 150 100 50 50

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5∙d 5∙d 10∙d 10∙d 10∙d 5∙d

30 30 60 60 60 30

40 40 80 80 80 40

50 50 100 100 100 50

d = nominal screw diameter

a4,c

a4,t α

F α a1

a3,t

a2 a2 F a1

a3,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 LVL panels. • The minimum distances are applicable when using both parallel and cross grain 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

CARPENTRY | TBS | 75

STATIC VALUES | CLT SHEAR(1) CLT - CLT lateral face

geometry

CLT - CLT lateral face - narrow face

panel - CLT(2) lateral face

CLT - panel - CLT(2) lateral face

A L b d1

RV,k

[mm]

[kN]

[mm]

[kN]

1,77

1,73

2,00

1,73

2,19

2,00

1,73

2,19

2,22

1,73

2,19

2,22

1,73

2,19

1,73

120

2,22

140

2,22

160

2,22

180

105

2,22

200

125

2,22

1,73 1,73 1,73 1,73

SPAN = 15 mm

50 60

SPAN = 15 mm

90 100

2,19

220

100

120

2,22

1,73

105

2,19

240

100

140

2,22

1,73

115

2,19

260

100

160

2,22

1,73

125

2,19

280

100

180

2,22

1,73

135

2,19

300

100

200

2,22

1,73

145

2,19

0,98

1,67

0,98

2,61

2,82

2,21

2,62

100

3,43

2,45

2,62

2,92

120

3,16

2,37

2,62

2,92

3,51

2,65

2,62

2,92

160

100

3,51

2,65

2,62

2,92

180

100

3,51

2,98

2,62

2,92

200

100

3,51

2,98

2,62

220

100

120

3,51

2,98

240

100

140

3,51

2,98

260

100

160

3,51

2,98

280

100

180

3,51

2,98

300

100

200

3,51

2,98

320

100

220

3,51

2,98

340

100

240

3,51

2,98

360

100

260

3,51

2,98

380

100

280

3,51

400

100

300

440

100

340

480

100

520

100

200 220 240

2,62

2,92

100

2,92

110

2,92

120

2,92

130

2,92

2,62

140

2,92

2,62

150

2,92

2,62

160

2,92

2,62

170

2,92

2,98

2,62

180

2,92

3,51

2,98

2,62

190

2,92

3,51

2,98

2,62

210

2,92

380

3,51

2,98

2,62

230

2,92

420

3,51

2,98

2,62

250

2,92

120

4,81

3,99

2,92

120

100

4,81

3,99

120

4,81

3,99

76 | TBS | CARPENTRY

2,62

SPAN = 18 mm

140

2,62 2,62

2,92 2,92

SPAN = 18 mm

8 MAX

SPAN = 18 mm

2,92

100

2,92

110

2,92

CHARACTERISTIC VALUES EN 1995:2014 SHEAR(1) CLT - timber lateral face

TENSION timber - CLT narrow face

thread withdrawal narrow face(3)

thread withdrawal narrow face(4)

head pull-through (5)

RV,k

Rax,k

Rhead,k

[kN]

1,82

1,67

2,81

2,52

2,08

1,72

2,81

2,52

2,08

1,86

3,51

2,52

2,26

1,86

3,51

2,52

2,26

1,99

4,21

2,52

2,26

1,99

5,27

2,52

2,26

1,99

5,27

2,52

2,26

1,99

5,27

2,52

2,26

1,99

5,27

2,52

2,26

1,99

5,27

2,52

2,26

1,99

7,02

2,52

2,26

1,99

7,02

2,52

2,26

1,99

7,02

2,52

2,26

1,99

7,02

2,52

2,26

1,99

7,02

2,52

0,98

1,08

3,00

2,39

3,79

0,98

1,08

4,87

3,70

3,79

2,90

2,52

4,87

3,70

3,79

3,57

2,52

4,87

3,70

3,79

3,29

2,98

7,49

5,45

3,79

3,57

3,08

7,49

5,45

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

3,57

3,08

9,36

6,66

3,79

4,87

4,02

11,23

7,85

9,00

4,87

4,02

11,23

7,85

9,00

4,87

4,02

11,23

7,85

9,00

CARPENTRY | TBS | 77

STATIC VALUES | CLT SHEAR(1) CLT - CLT lateral face

geometry

CLT - CLT lateral face - narrow face

panel - CLT(2) lateral face

CLT - panel - CLT(2) lateral face

A L b d1

RV,k

[mm]

[kN]

[mm]

[kN]

4,50

3,10

3,89

120

5,22

3,41

3,89

140

5,26

3,75

3,89

5,33

4,12

3,89

100

5,33

4,51

3,89

200

100

5,33

4,52

3,89

220

100

120

5,33

4,52

3,89

100

3,89

240

100

140

5,33

4,52

3,89

110

3,89

260

100

160

5,33

4,52

280

100

180

5,33

4,52

3,89

300

100

200

5,33

4,52

320

120

200

5,33

4,52

340

120

220

5,33

4,52

3,89

3,89 3,89 3,89

SPAN = 22 mm

160 180

SPAN = 22 mm

100

120

3,89

130

3,89

140

3,89

150

3,89

160

3,89

360

120

240

5,33

4,52

3,89

170

3,89

380

120

260

5,33

4,52

3,89

180

3,89

400

120

280

5,33

4,52

3,89

190

3,89

440

120

320

5,33

4,52

3,89

210

3,89

480

120

360

5,33

4,52

3,89

230

3,89

520

120

400

5,33

4,52

3,89

250

3,89

NOTES: (1) The characteristic shear strength is independent from the direction of the

grain of the CLT panels outer layer. (2) The characteristic shear resistances are calculated considering an OSB3 or

OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN. (3) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b.

78 | TBS | CARPENTRY

(4) The axial thread withdrawal resistance is valid for minimum thickness of

the element of tmin = 10∙d1 and minimum screw pull-through depth tpen = 10∙d1 . (5) The axial resistance to head pull-through was calculated using timber ele-

ments.

CHARACTERISTIC VALUES EN 1995:2014 SHEAR(1)

TENSION timber - CLT narrow face

thread withdrawal narrow face(3)

thread withdrawal narrow face(4)

head pull-through (5)

RV,k

Rax,k

Rhead,k

[kN]

CLT - timber lateral face

4,78

3,17

6,08

4,42

6,56

5,39

3,43

7,02

5,03

6,56

5,42

3,43

7,02

5,03

6,56

5,42

4,15

9,36

6,51

6,56

5,42

4,15

9,36

6,51

6,56

5,42

4,69

11,70

7,96

6,56

5,42

4,69

11,70

7,96

6,56

5,42

4,69

11,70

7,96

6,56

5,42

4,69

11,70

7,96

6,56

5,42

4,69

11,70

7,96

6,56

5,42

4,69

11,70

7,96

6,56

5,42

4,70

14,04

9,38

6,56

5,42

4,70

14,04

9,38

6,56

5,42

4,70

14,04

9,38

6,56

5,42

4,70

14,04

9,38

6,56

5,42

4,70

14,04

9,38

6,56

5,42

4,70

14,04

9,38

6,56

5,42

4,70

14,04

9,38

6,56

5,42

4,70

14,04

9,38

6,56

GENERAL PRINCIPLES: • Characteristic values comply with the EN 1995:2014 standard and national specification ÖNORM EN 1995 - Annex K in accordance with ETA-11/0030.

• Values were calculated considering the threaded part as being completely inserted into the wood.

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

• Sizing and verification of the timber elements and panels must be done separately.

Rk kmod Rd = γM

• 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.

CARPENTRY | TBS | 79

STATIC VALUES | LVL 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]

8 MAX

2,14

2,84

2,50

2,30

100

3,02

2,68

2,30

120

3,02

2,87

2,34

140

3,02

2,87

2,34

160

3,02

5,68

2,87

2,34

180

105

3,02

5,90

105

2,87

105

2,34

200

125

3,02

6,05

125

2,87

125

2,34

220

100

120

3,02

6,05

120

2,87

120

2,34

240

100

140

3,02

6,05

140

2,87

140

2,34

260

100

160

3,02

115

6,05

160

2,87

160

2,34

280

100

180

3,02

135

6,05

180

2,87

180

2,34

300

100

200

3,02

155

6,05

200

2,87

200

2,34

100

3,15

120

4,74

4,15

3,15

140

4,74

4,50

3,70

160

100

4,74

4,50

3,70

180

100

4,74

4,50

3,70

200

100

4,74

9,47

100

4,50

100

3,70

220

100

120

4,74

9,48

120

4,50

120

3,70

240

100

140

4,74

9,48

140

4,50

140

3,70

260

100

160

4,74

105

9,48

160

4,50

160

3,70

280

100

180

4,74

125

9,48

180

4,50

180

3,70

300

100

200

4,74

100

105

9,48

200

4,50

200

3,70

320

100

220

4,74

100

125

9,48

220

4,50

220

3,70

340

100

240

4,74

100

145

9,48

240

4,50

240

3,70

360

100

260

4,74

100

165

9,48

260

4,50

260

3,70

380

100

280

4,74

100

185

9,48

280

4,50

280

3,70

400

100

300

4,74

120

165

9,48

300

4,50

300

3,70

440

100

340

4,74

120

205

9,48

340

4,50

340

3,70

480

100

380

4,74

120

245

9,48

380

4,50

380

3,70

520

100

420

4,74

120

285

9,48

420

4,50

420

3,70

9,47

5,00

200

120

5,90

5,50

220

120

100

5,90

100

9,47

100

5,50

100

5,00

240

120

5,90

10,64

120

5,50

120

5,00

80 | TBS | CARPENTRY

CHARACTERISTIC VALUES EN 1995:2014 TENSION thread withdrawal flat(1)

thread withdrawal edge(1)

head pull-through flat(2)

Rax,k

Rhead,k

[kN]

3,48

2,32

4,65

3,48

2,32

4,65

4,36

2,90

4,65

4,36

2,90

4,65

5,23

3,48

4,65

6,53

4,36

4,65

6,53

4,36

4,65

6,53

4,36

4,65

6,53

4,36

4,65

6,53

4,36

4,65

8,71

5,81

4,65

8,71

5,81

4,65

8,71

5,81

4,65

8,71

5,81

4,65

8,71

5,81

4,65

3,72

2,48

6,99

6,04

4,03

6,99

6,04

4,03

6,99

6,04

4,03

6,99

9,29

6,19

6,99

9,29

6,19

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

11,61

7,74

6,99

13,94

9,29

11,62

13,94

9,29

11,62

13,94

9,29

11,62

CARPENTRY | TBS | 81

STATIC VALUES | LVL 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]

100

120

4,64

140

5,28

160

7,23

6,31

5,61

180

100

7,23

100

6,31

100

5,61

200

100

7,35

100

6,89

100

5,61

220

100

120

7,35

120

6,89

120

5,61

240

100

140

7,35

14,09

140

6,89

140

5,61

260

100

160

7,35

105

14,09

160

6,89

160

5,61

280

100

180

7,35

125

14,09

180

6,89

180

5,61

300

100

200

7,35

100

105

14,69

200

6,89

200

5,61

320

120

200

7,35

100

125

14,69

200

6,99

200

5,61

340

120

220

7,35

100

145

14,69

220

6,99

220

5,61

360

120

240

7,35

100

165

14,69

240

6,99

240

5,61

380

120

260

7,35

120

145

14,69

260

6,99

260

5,61

400

120

280

7,35

120

165

14,69

280

6,99

280

5,61

440

120

320

7,35

140

165

14,69

320

6,99

320

5,61

480

120

360

7,35

140

205

14,69

360

6,99

360

5,61

520

120

400

7,35

160

205

14,69

400

6,99

400

5,61

NOTES: (1) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b.

82 | TBS | CARPENTRY

(2) The axial resistance to head pull-through was calculated using parallel or

cross grain LVL elements with tmin thickness.

CHARACTERISTIC VALUES EN 1995:2014 TENSION thread withdrawal flat(1)

thread withdrawal edge(1)

head pull-through flat(2)

Rax,k

Rhead,k

[kN]

7,55

5,03

12,10

8,71

5,81

12,10

8,71

5,81

12,10

11,61

7,74

12,10

11,61

7,74

12,10

14,52

9,68

12,10

14,52

9,68

12,10

14,52

9,68

12,10

14,52

9,68

12,10

14,52

9,68

12,10

14,52

9,68

12,10

17,42

11,61

12,10

17,42

11,61

12,10

17,42

11,61

12,10

17,42

11,61

12,10

17,42

11,61

12,10

17,42

11,61

12,10

17,42

11,61

12,10

17,42

11,61

12,10

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

• Values were calculated considering the threaded part as being completely inserted into the wood.

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

• Sizing and verification of the timber elements, panels and steel plates must be done separately.

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. • For the calculation process a mass density equal to ρk = 480 kg/m3 was considered for softwood LVL elements and a mass density of 350 kg/m3 has been considered for timber elements.

CARPENTRY | TBS | 83

TBS EVO

1002

CERTIFIED

AC233 | AC257 ESR-4645

C4 COATING

BIT INCLUDED

COATING

ETA-11/0030

FLANGE HEAD SCREW C4 EVO COATING 20 μm multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure, as per ISO 9227. Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

AGGRESSIVE WOODS Ideal for applications with woods containing tannin or treated with impregnating agents and other chemical processes.

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

STRUCTURAL APPLICATIONS Approved for structural applications subject to stresses in any direction vs. the grain (α = 0° - 90°). Asymmetric “umbrella” threading for better timber pull-through.

CHARACTERISTICS FOCUS

corrosiveness class C4

HEAD

flange

DIAMETER

6,0 and 8,0 mm

LENGTH

from 60 to 240 mm

MATERIAL Carbon steel, with a 20 μm coating, highly resistant to corrosion.

FIELDS OF USE • timber based panels • solid timber and glulam • CLT, LVL • high density woods • aggressive woods (containing tannin) • chemically treated woods Service classes 1, 2 and 3.

84 | TBS EVO | CARPENTRY

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 tannin.

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.

CARPENTRY | TBS EVO | 85

Fastening Wood Trusses outdoors.

Fastening of 3-layer, multi-ply beams with plasterboard coating.

GEOMETRY AND MECHANICAL CHARACTERISTICS A

d2 d1 dS

b L

Nominal diameter

[mm]

Head diameter

[mm]

15,50

19,00

Tip diameter

[mm]

3,95

5,40

Shank diameter

[mm]

4,30

5,80

Pre-drilling hole diameter(1)

[mm]

4,0

5,0

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

My,k

[Nm]

9,5

20,1

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter(2)

fhead,k

[N/mm2]

10,5

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

11,3

20,1

(1)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3. For applications with different materials or with high density please see ETA-11/0030. (2)

86 | TBS EVO | CARPENTRY

CODES AND DIMENSIONS d1

CODE

[mm] [in]

6 0.24 TX 30

[mm] [mm]

pcs

[mm]

[in]

TBSEVO660

2 3/8

13/16 100

TBSEVO680

3 1/8

1 3/16 100

[in]

CODE

[mm] [in]

[mm] [mm]

pcs

[mm]

[in]

TBSEVO8100

100

1 7/8

TBSEVO8120

120 4 3/4

1 9/16

TBSEVO8140

140

2 3/8

TBSEVO8160

160 6 1/4 100

2 3/8

TBSEVO6100

100

1 9/16 100

TBSEVO6120

120 4 3/4

1 3/4

TBSEVO6140

140

5 1/2

2 9/16 100

TBSEVO8180

180 7 1/8

100

3 1/8

TBSEVO6160

160 6 1/4

3 3/8

100

TBSEVO8200

200

100

4 1/8

8 0.32 TX 40

100

5 1/2

TBSEVO6180

180 7 1/8

105

100

TBSEVO8220

220 8 5/8 100

120

4 3/4

TBSEVO6200

200

125 4 15/16 100

TBSEVO8240

240 9 1/2 100

140

5 1/2

WBAZ WASHER D1 CODE

screw

[mm]

6,0 - 6,5

6,5

H WBAZ25A2

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

Insufficient tightening

fastening package [mm] min. 0 - max. 40 min. 10 - max. 60 min. 30 - max. 80 min. 50 - max. 100 min. 70 - max. 120 min. 90 - max. 140 min. 110 - max. 160 min. 130 - max. 180

Tightening off axis

NOTES: The thickness of the washer after installation is approximately 8-9 mm.

FASTENING METAL SHEET Can be installed on sheets up to 0.7 mm thick without pre-drilling. TBS EVO Ø6 mm, ideal when used in combination with washer WBAZ. For outdoor use (Service class 3).

CARPENTRY | TBS EVO | 87

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

SCREWS INSERTED WITH PRE-DRILLING HOLE

4∙d

[mm]

3∙d

4∙d

a3,t

[mm]

12∙d

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

7∙d

a4,c

[mm]

3∙d

[mm]

5∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 6

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

[mm]

12∙d

5∙d

[mm]

5∙d

a3,t

[mm]

15∙d

120

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

10∙d

a4,c

[mm]

5∙d

d = 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

88 | TBS EVO | CARPENTRY

• 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.

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

timber-to-timber

TENSION panel-to-timber(1)

thread withdrawal(2)

head pull-through

A L b d1

RV,k

Rax,k

Rhead,k

[mm]

[kN]

2,02

3,25

2,92

2,31

2,47

2,28

4,06

2,92

2,54

4,87

2,92

2,54

6,09

2,92

2,54

6,09

2,92

120

2,47

140

2,47

160

2,47

2,54

6,09

2,92

180

105

2,47

2,54

6,09

2,92

200

125

2,47

2,54

6,09

2,92

100

3,90

3,41

5,63

4,39

3,96

8,66

4,39

3,96

8,66

4,39

3,96

10,83

4,39

3,96

10,83

4,39

3,96

10,83

4,39

120

3,66

140

3,90

160

100

3,90

180

100

3,90

200

100

3,90

SPAN = 65 mm

80 100

SPAN = 50 mm

d1 [mm]

220

100

120

3,90

3,96

10,83

4,39

240

100

140

3,90

3,96

10,83

4,39

NOTES: (1) The characteristic shear strength are calculated considering an OSB panel

or particle board with a SPAN thickness. (2) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b.

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

• For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030. • For the calculation process a timber characteristic density ρk = 420 kg/m3 has been considered. • Values were calculated considering the threaded part as being completely inserted into the wood. • Sizing and verification of the timber elements, panels and steel 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. • For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

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

CARPENTRY | TBS EVO | 89

XYLOFON WASHER SEPARATING WASHER FOR TIMBER SCREW SOUNDPROOFING The separating washer acts as separator between the metallic and structural elements, reducing the transmission of vibrations.

TESTED VALUES Polyurethane compound tested acoustically and mechanically.

CODES AND DIMENSIONS XYLOFON WASHER CODE XYLW803811

dSCREW Ø8 - Ø10

dext

dint

[mm]

pcs

6,0

pcs

ULS 440 - WASHER CODE ULS11343

dSCREW Ø8 - Ø10

dext

dint

[mm]

3,0

200

MATERIAL AND DURABILITY Polyurethane compound (80 shore). Product free of VOCs and harmful substances. High chemical stability and deformation free in time.

FIELDS OF USE Mechanical separation of timber-to-timber shear joints made with screws.

90 | XYLOFON WASHER | CARPENTRY

EXPERIMENTAL INVESTIGATION LOAD-BEARING CAPACITY AND STIFFNESS OF CONNECTIONS BETWEEN CLT PANELS MADE WITH HBS PARTIALLY THREAD SCREWS AND XYLOFON WASHERS

TEST [ T-T ] (CLT - CLT)

Through experimental testing and analytical approaches, the mechanical and deformation performance of connections between CLT panels — made with 8x280 HBS screws installed with/without XYLOFON WASHER separating washers — was analysed with and without the use of resilient, intermediate XYLOFON35 decoupling profiles.

force application pre-tensioning

8x280/8 0

1000 135

7 x HBS

/3s

CLT 90

plain bearing 80 70

300

Fmean [kN]

50 40 30

TEST [ T-X ] (CLT - XYLOFON35 - CLT)

T-T 0kN T-X 0kN T-X-W 0kN

T-T 30kN T-X 30kN T-X-W 30kN

0 0

F XYLOFON35

Displacement [mm]

Graphic representation of the experimental data for the various test configurations.

SERIES

T-T T-X T-X-W (1) (2)

Fmean(1)

FR,k

pre-tens.(2)

Kser

[kN]

[N/mm]

52,9

44,0

30252

3524

61,4

52,4

42383

4090

54,4

40,1

7114

3629

70,9

60,5

9540

4726

65,0

48,3

6286

4330

76,2

63,4

7997

5080

Average value for 3 tests. Preload forces of 30 kN were applied to simulate the operating load.

TEST [ T-X-W ] (CLT - XYLOFON35 + XYLOFON WASHER - CLT)

F XYLOFON35

N WASH

XYLOFO

The experimental test results show that fastener load-bearing capacity is affected by the presence of the resilient XYLOFON35 profile (T-X series), recording a reduction of about 9% in FR,k. However, adding the XYLOFON WASHER (T-X-W series) separating washers recorded a 10% increase in FR,k due to the increase in the axial strength of the connection (cable effect). In terms of deformation, the presence of the decoupling layer implies a reduction in slip modulus Kser. The viscous and damping component of XYLOFON combined with the reduced thickness achieves acoustic benefits, limiting the repercussions on the static performance.

+ +

METAL WASHER XYLOFON WASHER HBS Ø8

• The full scientific report on the experimental testing is available at Rothoblaas. • Experimental testing conducted in collaboration with Technische Versuchs und Forschungsanstalt (TVFA), Innsbruck.

CARPENTRY | XYLOFON WASHER | 91

HBS PLATE

BIT INCLUDED

PAN HEAD SCREW FOR PLATES HBS P Designed for steel-to-timber joints: the head has a shoulder and the thickness is increased for completely safe, reliable fastening plates to the timber.

PLATE FASTENING The under-head shoulder achieves an interlocking effect with the circular hole in the plate, thus guaranteeing excellent static performance.

LONGER THREAD Increased thread length for excellent shear strength and tensile strength in steel-to-timber joints. Values higher than normal.

CHARACTERISTICS FOCUS

steel-to-timber joints

HEAD

shoulder for plate

DIAMETER

from 8,0 to 12,0 mm

LENGTH

from 80 to 200 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL • high density woods Service classes 1 and 2.

92 | HBS PLATE | CARPENTRY

ETA-11/0030

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.

CARPENTRY | HBS PLATE | 93

Steel-to-timber shear joint

Mixed steel-to-timber structural joint

GEOMETRY AND MECHANICAL CHARACTERISTICS AP

d2 d1

dUK

X X

b L

Nominal diameter

[mm]

Head diameter

[mm]

14,50

18,25

20,75

Tip diameter

[mm]

5,40

6,40

6,80

Shank diameter

[mm]

5,80

7,00

8,00

Head thickness

[mm]

3,40

4,35

5,00

Underhead diameter

dUK

[mm]

10,00

12,00

14,00

Pre-drilling hole diameter(1)

[mm]

5,0

6,0

7,0

Recommended hole diameter on steel plate Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

dv,steel

[mm]

11,0

13,0

15,0

My,k

[Nm]

20,1

35,8

48,0

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter(2)

fhead,k

[N/mm2]

10,5

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

20,1

31,4

33,9

(1)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3. For applications with different materials or with high density please see ETA-11/0030. (2)

94 | HBS PLATE | CARPENTRY

CODES AND DIMENSIONS d1

CODE

[mm]

L [in]

[mm]

HBSP880

3 1/8

1.0 ÷ 15.0

100

HBSP8100

100

1.0 ÷ 15.0

100

HBSP8120

120

4 3/4

1.0 ÷ 15.0

100

HBSP8140

140

5 1/2

110

1,0 ÷ 20,0

100

HBSP8160

160

6 1/4

130

1,0 ÷ 20,0

100

HBSP10100

100

1.0 ÷ 15.0

HBSP10120

120

4 3/4

1.0 ÷ 15.0

HBSP10140

140

5 1/2

110

1,0 ÷ 20,0

HBSP10160

160

6 1/4

130

1,0 ÷ 20,0

HBSP10180

180

7 1/8

150

1,0 ÷ 20,0

[mm] [in]

8 0.32 TX 40

10 0.40 TX 40

pcs

CODE

[mm] [in]

12 0.48 TX 50

[mm]

4 3/4

1,0 ÷ 20,0

5 1/2

110

1,0 ÷ 20,0

120

1,0 ÷ 30,0

140

1,0 ÷ 30,0

[mm]

[in]

HBSP12120

120

HBSP12140

140

HBSP12160

160

6 1/4

HBSP12180

180

7 1/8

HBSP12200

200

160

pcs

MINIMUM DISTANCES FOR SHEAR LOADS | STEEL-TO-TIMBER Splate

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE

d1 a1

[mm] [mm]

5∙d ∙ 0,7

4∙d ∙ 0,7

[mm]

3∙d ∙ 0,7

4∙d ∙ 0,7

a3,t

[mm]

12∙d

120

144

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

7∙d

a4,c

[mm]

3∙d

d1 a1

[mm] [mm]

12∙d ∙ 0,7

[mm]

5∙d ∙ 0,7

a3,t

[mm]

15∙d

120

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

101

5∙d ∙ 0,7

150

180

10∙d

100

120

a3,c

[mm]

10∙d

100

120

10∙d

100

120

a4,t

[mm]

5∙d

10∙d

100

120

a4,c

[mm]

5∙d

d = 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

a4,c

a3,c

• 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.

CARPENTRY | HBS PLATE | 95

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR thin steel-to-timber plate (1)

geometry

TENSION thick steel-to-timber plate (2)

Splate

thread withdrawal(3)

steel tension

Splate

L b d1

RV,k

Rax,k

Rtens,k

[mm]

[kN]

100

160

130

100

120

140

110

160

130

180

150

120

140

110

160

120

180

140

200

160

5,08 5,36 5,36 6,01 6,87 7,34 7,74 7,74 8,19 8,94 9,32 9,55 9,55

SPLATE = 12,0 mm SPLATE = 10,0 mm

95 110

SPLATE = 5,0 mm

120 140

SPLATE = 6,0 mm

4,07 4,58

SPLATE = 8,0 mm

L [mm]

SPLATE = 4,0 mm

d1 [mm]

5,18

5,56

5,69

7,58

6,19

9,60

6,57

11,11

7,08

13,13

7,84

9,47

8,47

12,00

8,95

13,89

9,58

16,42

10,21

18,94

10,17

13,64

10,92

16,67

11,30

18,18

12,06

21,21

12,82

24,24

20,10

31,40

33,90

NOTES: (1) The shear resistance characteristics are calculated considering the case of

a thin plate (SPLATE ≤ 0,5 d1).

• 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).

(2) The shear resistance characteristics are calculated considering the case of

a thick plate (SPLATE ≥ d1).

Rax,d = min

(3) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through.

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

96 | HBS PLATE | CARPENTRY

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. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Values were calculated considering the threaded part as being completely inserted into the wood. • Sizing and verification of the timber elements, panels and steel 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. • For different calculation methods, the MyProject software is available free of charge (www.rothoblaas.com).

HBS PLATE EVO

1002

CERTIFIED

C4 COATING

BIT INCLUDED

COATING

ETA-11/0030

PAN HEAD SCREW HBS P EVO Designed for outdoor steel-to-timber joints: the thickness of the shoulder screw is increased for completely safe, reliable fastening plates to the timber. The small sizes (5,0 and 6,0 mm) are also ideal for timber-to-timber joints.

C4 EVO COATING 20 μm multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure, as per ISO 9227. Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

AGGRESSIVE WOODS Ideal for applications with woods containing tannin or treated with impregnating agents or other chemical processes.

CHARACTERISTICS FOCUS

corrosiveness class C4

HEAD

shoulder for plate

DIAMETER

from 5,0 to 10,0 mm

LENGTH

from 40 to 180 mm

MATERIAL Carbon steel, with a 20 μm coating, highly resistant to corrosion.

FIELDS OF USE • timber based panels • solid timber and glulam • CLT, LVL • high density woods • aggressive woods (containing tannin) • chemically treated woods Service classes 1, 2 and 3.

98 | HBS PLATE EVO | CARPENTRY

GEOMETRY AND MECHANICAL CHARACTERISTICS AP

AT tK

dUK

d2 d1

X X

d2 d1

X X

dUK

b L

L HBS P EVO - 5,0 | 6,0 mm Nominal diameter Head diameter Tip diameter Shank diameter Head thickness Washer thickness Underhead diameter Pre-drilling hole diameter(1) Characteristic yield moment Characteristic withdrawal-resistance parameter(2) Associated density Characteristic head-pull-through parameter(2) Associated density Characteristic tensile strength

HBS P EVO - 8,0 | 10,0 mm d1 dK d2 dS t1 tK dUK dV

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

5 9,65 3,40 3,65 5,50 1,00 6,0 3,0

6 12,00 3,95 4,30 6,50 1,50 8,0 4,0

8 14,50 5,40 5,80 8,00 3,40 10,00 5,0

10 18,25 6,40 7,00 10,00 4,35 12,00 6,0

My,k

[Nm]

5,4

9,5

20,1

35,8

fax,k

[N/mm2]

11,7

ρa

[kg/m3]

350

fhead,k

[N/mm2]

10,5

ρa

[kg/m3]

350

ftens,k

[kN]

7,9

11,3

20,1

31,4

(1)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3. For applications with different materials or with high density please see ETA-11/0030. (2)

CODES AND DIMENSIONS d1

CODE

[mm] [in] 5 0.20 TX 25 6 0.24 TX 30 8 0.32 TX 40

L [mm]

b [in]

[mm] [mm]

pcs

[mm]

50 1 15/16 30 60 2 3/8 35 70 2 3/4 40 80 3 1/8 50

20 25 30 30

HBSPEVO680

3 1/8

1.0 ÷ 10.0 100

HBSPEVO690

3 1/2

1.0 ÷ 10.0 100

HBSPEVO840 HBSPEVO860 HBSPEVO880 HBSPEVO8100

40 1 9/16 60 2 3/8 80 3 1/8 100 4

32 52 55 75

1.0 ÷ 15.0 1.0 ÷ 15.0 1.0 ÷ 15.0 1.0 ÷ 15.0

CODE

[mm] [in]

HBSPEVO550 HBSPEVO560 HBSPEVO570 HBSPEVO580

1.0 ÷ 10.0 1.0 ÷ 10.0 1.0 ÷ 10.0 1.0 ÷ 10.0

200 200 100 100

100 100 100 100

8 0.32 TX 40

10 0.40 TX 40

[mm] [in] [mm] HBSPEVO8120 HBSPEVO8140 HBSPEVO8160 HBSPEVO1060 HBSPEVO1080 HBSPEVO10100 HBSPEVO10120 HBSPEVO10140 HBSPEVO10160 HBSPEVO10180

120 140 160 60 80 100 120 140 160 180

4 3/4 5 1/2 6 1/4 2 3/8 3 1/8 4 4 3/4 5 1/2 6 1/4 7 1/8

95 110 130 52 60 75 95 110 130 150

pcs

[mm] 1.0 ÷ 15.0 100 1,0 ÷ 20,0 100 1,0 ÷ 20,0 100 1.0 ÷ 15.0 50 1.0 ÷ 15.0 50 1.0 ÷ 15.0 50 1.0 ÷ 15.0 50 1,0 ÷ 20,0 50 1,0 ÷ 20,0 50 1,0 ÷ 20,0 50

TYP R Ideal for fastening standard Rothoblaas plates in outdoor environments. The 5 mm diameter version is ideal for fastening patio deck planks.

CARPENTRY | HBS PLATE EVO | 99

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

[mm]

12∙d

[mm]

5∙d

SCREWS INSERTED WITH PRE-DRILLING HOLE

4∙d

24 96

4∙d

120

7∙d

56 24

7∙d

3∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

120

5∙d

a3,t

[mm]

15∙d

120

150

10∙d

100

a3,c

[mm]

10∙d

100

10∙d

100

a4,t

[mm]

5∙d

10∙d

100

a4,c

[mm]

5∙d

d = 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: • Minimum distances are in accordance with EN 1995:2014 as per ETA-11/0030 considering a timber characteristic density of ρ k ≤ 420 kg/m3. • In the case of joints with elements in Douglas fir, the minimum spacing and distances parallel to the grain must be multiplied by a coefficient of 1.5. • The minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

100 | HBS PLATE EVO | CARPENTRY

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

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

thin steel-timber thick steel-timber plate(2) plate(3)

panel-to-timber(1)

timber-to-timber

TENSION

Splate

thread withdrawal(4)

head pull-through (5)

Splate

L b d1

RV,k

Rax,k

Rhead,k

[mm]

[kN]

2,25

2,03

1,13

2,33

2,37

1,13

1,12

2,42

2,71

1,13

1,51

1,05

1,12

2,08

2,59

3,38

1,13

2,02

1,51

1,58

2,76

3,48

4,06

1,75

2,18

3,58

4,47

1,75

1,18

3,66

3,47

2,55

1,18

5,12

5,63

2,55

2,67

5,45

5,96

2,55

100

2,67

5,99

8,12

2,55

120

2,67

6,53

10,29

2,55

140

2,32

2,38

5,37

2,83

6,94

11,91

2,55

130

2,83

2,32

2,38

5,60

7,48

14,08

2,55

1,38

3,80

6,31

7,04

4,05

3,45

2,55

3,12

100

3,77

120

3,77

110

3,91

160

130

3,91

180

150

3,91

2,55 2,55 2,55 2,55

3,12 3,12 3,12 3,12 3,12

5,60

5,18 6,56 7,26 7,77 8,09

SPLATE = 10,0 mm

SPLATE = 5,0 mm

110

2,55

2,38

4,83

160

140

2,32

2,38

3,31 4,29

SPLATE = 8,0 mm

2,32

2,38

2,86 2,13

SPLATE = 4,0 mm

2,32

SPAN = 18 mm

SPAN = 15 mm

1,58

1,91

SPLATE = 6,0 mm

1,51

SPLATE = 3,0 mm

SPAN = 15 mm

1,51

1,12

1,74 1,82

SPAN = 12 mm

1,05

1,12

SPAN = 18 mm

1,05

SPLATE = 5,0 mm

1,43

SPLATE = 2,5 mm

1,29

SPAN = 12 mm

SPAN = 9 mm

SPAN = 15 mm

50 60

8,09

7,74

8,12

4,05

8,26

10,15

4,05

8,93

12,86

4,05

9,44

14,89

4,05

10,12

17,60

4,05

10,80

20,31

4,05

NOTES:

GENERAL PRINCIPLES:

(1) The characteristic shear resistances are calculated considering an OSB3 or

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

OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN. (2) The shear resistance characteristics are calculated considering the case of

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

a thin plate (SPLATE ≤ 0,5 d1). (3) The shear resistance characteristics are calculated considering the case of

ments. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through.

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. • For the calculation process a timber characteristic density ρk = 420 kg/m3 has been considered. • Values were calculated considering the threaded part as being completely inserted into the wood. • Sizing and verification of the timber elements, panels and steel 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. • For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

CARPENTRY | HBS PLATE EVO | 101

LBS

AC233 ESR-4645

BIT INCLUDED

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 Can be calculated according to Eurocode 5 under thick plate timber-tosteel connections, even with thin metal elements. Excellent shear strength values.

DUCTILITY The bending angle is 20° greater than standard, certified according to ETA-11/0030. Cyclical SEISMIC-REV tests according to EN 12512.

CHARACTERISTICS FOCUS

screw for perforated plates

HEAD

round with cylindrical underhead

DIAMETER

5,0 | 7,0 mm

LENGTH

from 25 to 100 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL • high density woods Service classes 1 and 2.

102 | LBS | CARPENTRY

ETA-11/0030

GEOMETRY AND MECHANICAL CHARACTERISTICS dUK d2 d1

dK b L

Nominal diameter

[mm]

Head diameter

Tip diameter

[mm]

7,80

11,00

[mm]

3,00

4,40

Underhead diameter

dUK

[mm]

4,90

7,00

Head thickness

[mm]

2,40

3,50

Pre-drilling hole diameter(1)

[mm]

3,0

4,0

My,k

[Nm]

5,4

14,2

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter(2)

fhead,k

[N/mm2]

10,5

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

7,9

15,4

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

(1)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3. For applications with different materials or with high density please see ETA-11/0030. (2)

CODES AND DIMENSIONS d1

CODE

[mm] [in]

5 0.20 TX 20

L [mm]

b [in]

pcs

[mm]

CODE

[mm] [in]

LBS525

500

LBS540

1 9/16

500

LBS550

1 15/16

200

LBS560

2 3/8

200

LBS570

2 3/4

200

7 0.28 TX 30

pcs

[mm]

[in]

[mm]

LBS760

2 3/8

100

LBS780

3 1/8

100

LBS7100

100

ALUMAXI Values also tested, certified and calculated for fastening standard Rothoblaas plates. The 7 mm diameter version is ideal for joining the ALUMAXI concealed beam hanger.

CARPENTRY | LBS | 103

MINIMUM DISTANCES FOR SHEAR LOADS | STEEL-TO-TIMBER

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

SCREWS INSERTED WITH PRE-DRILLING HOLE

4∙d ∙ 0,7

[mm]

5∙d ∙ 0,7

[mm]

3∙d ∙ 0,7

4∙d ∙ 0,7

a3,t

[mm]

12∙d

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

7∙d

a4,c

[mm]

3∙d

[mm]

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5

[mm]

12∙d ∙ 0,7

5∙d ∙ 0,7

[mm]

5∙d ∙ 0,7

a3,t

[mm]

15∙d

105

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

10∙d

a4,c

[mm]

5∙d

d = 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 compliant with EN 1995:2014, according to ETA, considering a timber characteristic density of ρk ≤ 420 kg/m3 and calculation diameter of d = nominal screw diameter.

104 | LBS | CARPENTRY

• In the case of timber-to-timber joints, the minimum spacing (a1 , a2) can be multiplied by a coefficient of 1,5.

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR steel-to-timber(1)

geometry

SPLATE L

[mm]

2,71

2,69

2,68

2,86

2,81

2,98

3,37

3,79

4,21

4,18

75 95

3,81 4,25

2,55

3,80 4,25

geometry

2,39 2,55

3,88 4,38

2,39 2,55

4,13 4,63

2,39 2,55

4,38 4,87

2,38 2,54

4,66 5,10

SPLATE = 8,0 mm

2,39

SPLATE = 7,0 mm

70 60

2,55

SPLATE = 6,0 mm

SPLATE = 5,0 mm

SPLATE = 4,0 mm

50 60

100

2,39

SPLATE = 6,0 mm

SPLATE = 5,0 mm

2,23

SPLATE = 4,0 mm

2,24

SPLATE = 3,0 mm

1,56 2,24

SPLATE = 2,5 mm

1,58 2,24

SPLATE = 2,0 mm

1,59 2,24

SPLATE = 1,5 mm

21 36

SPLATE = 3,0 mm

25 40

SPLATE = 2,0 mm

RV,k [kN]

2,36 2,52

4,63 5,08

SHEAR

TENSION

timber-to-timber

thread withdrawal(2)

A L

RV,k

[mm]

[kN]

25 40 50 60 70 60 80 100

21 36 46 56 66 55 75 95

15 20 25 30 25 35 45

1,01 1,11 1,24 1,35 1,91 2,25 2,49

1,33 2,27 2,90 3,54 4,17 4,86 6,63 8,40

Rax,k

NOTES: (1) 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 ≤ 0,5 d1), intermediate (0,5 d1 < SPLATE < d1) or thick (SPLATE ≥ d1) plate case scenario.

(2) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b.

GENERAL PRINCIPLES:

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. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Dimensioning and verification of timber elements and steel plates must be carried out 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.

• 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

CARPENTRY | LBS | 105

LBA HIGH BOND NAIL ANKER NAIL Threaded annular ring nail for improved pull-out strength.

CE MARKING Nails with CE marking, in accordance with ETA for fastening metallic plates to timber structures.

STAINLESS STEEL Also available in A4 | AISI316 stainless steel.

CHARACTERISTICS FOCUS

threaded, annular ring nail

HEAD

flat

DIAMETER

4,0 | 6,0 mm

LENGTH

from 40 to 100 mm

MATERIAL Carbon steel with bright zinc plated or stainless steel A4.

FIELDS OF USE • timber based panels • fibre board and MDF panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL Service classes 1 and 2.

106 | LBA | CARPENTRY

GEOMETRY AND MECHANICAL CHARACTERISTICS | LBA d1 dE

dK b

Nominal diameter

[mm]

Head diameter

[mm]

8,00

12,00

External diameter

[mm]

4,40

6,65

Head thickness

[mm]

1,40

2,00

Pre-drilling hole diameter

[mm]

3,0

4,5

My,k

[Nm]

6,5

19,0

fax,k

[N/mm2]

7,5

ftens,k

[kN]

6,9

11,4

Characteristic yield moment Characteristic withdrawal-resistance parameter Characteristic tensile strength

CODES AND DIMENSIONS LBA d1

CODE

[mm] [in]

4 0.16

6 0.24

LBAI A4 | AISI316 L

pcs

[mm]

[in]

[mm]

LBA440

1 9/16

250

LBA450

1 15/16

250

LBA460

2 3/8

250

LBA475

2 15/16

250

100

250

LBA660

2 3/8

250

LBA680

3 1/8

250

LBA6100

100

250

4 0.16

LBAI450

4-6

[mm]

[in]

[mm]

1 15/16

pcs

250

ANKER COIL NAIL - K34° d1

CODE

[mm] L

4 d

34°

pcs

[mm] HH20006080 HH20006085 HH20006090

trigger

pcs

CODE

[mm] HH3731

40 50 60

2000 2000 2000

0116 ANKER RIVETER 34°

3731 PALMAR RIVETER dNAIL

CODE

[mm] [in]

LBA4100

CODE

AISI 316

dNAIL

trigger

pcs

single

[mm] single

ATEU0116

WHT Values also tested, certified and calculated for fastening standard Rothoblaas plates. Using a handheld riveter speeds up installation.

CARPENTRY | LBA | 107

MINIMUM DISTANCES FOR NAILS SUBJECT TO SHEAR | STEEL-TO-TIMBER

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

NAILS INSERTED WITH PRE-DRILLING HOLES d1

[mm]

5∙d ∙ 0,7

[mm]

a3,t

[mm]

a3,c a4,t

NAILS INSERTED WITH PRE-DRILLING HOLES

4∙d ∙ 0,7

3∙d ∙ 0,7

12∙d

7∙d

3∙d

5∙d ∙ 0,7

3∙d ∙ 0,7

12∙d

[mm]

7∙d

[mm]

3∙d

a4,c

[mm]

3∙d

[mm]

10∙d ∙ 0,7

12∙d ∙ 0,7

5∙d ∙ 0,7

[mm]

5∙d ∙ 0,7

a3,t

[mm]

15∙d

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

7∙d

10∙d

a4,c

[mm]

5∙d

NAILS INSERTED WITHOUT PRE-DRILLING HOLE 4

4∙d ∙ 0,7

7∙d

5∙d

7∙d

3∙d

NAILS INSERTED WITHOUT PRE-DRILLING HOLE

d = nominal nail 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 compliant with EN 1995:2014, according to ETA, considering a timber characteristic density of ρ k ≤ 420 kg/m3 and calculation diameter of d = nominal nail diameter.

108 | LBA | CARPENTRY

• In the case of timber-to-timber joints, the minimum spacing (a1 , a2) can be multiplied by a coefficient of 1,5.

STATIC VALUES | STEEL-TO-TIMBER

CHARACTERISTIC VALUES EN 1995:2014

geometry

SHEAR

TENSION

steel-to-timber(1)

thread withdrawal(2)

SPLATE L b

[mm]

RV,k

Rax,k

[mm]

[kN]

2,00

1,98

1,95

1,92

0,97

2,34

1,30

2,99

2,59

2,57

3,43

4,29

4,25

70 80

3,47 4,30

2,66

3,45 4,30

2,50 2,66

4,23 4,79

geometry

2,50 2,66

5,03 5,28

2,50 2,66

5,03 5,28

2,50

1,62

2,66

1,94

2,99

2,59

4,21

4,17

2,43

5,03

3,40

5,28

3,89

2,66

5,03 5,28

SPLATE = 6,0 mm

2,99

100

2,50

SPLATE = 5,0 mm

2,66

SPLATE = 4,0 mm

100 6

2,50

SPLATE = 3,0 mm

SPLATE = 2,5 mm

SPLATE = 2,0 mm

SPLATE = 6,0 mm

2,02

2,34

SPLATE = 5,0 mm

2,03

2,34

SPLATE = 4,0 mm

2,05

SPLATE = 3,0 mm

SPLATE = 2,5 mm

SPLATE = 2,0 mm

SPLATE = 1,5 mm

[mm]

SPLATE = 1,5 mm

SHEAR

TENSION

steel-to-LVL (1)

thread withdrawal(2)

SPLATE L b

[kN]

2,47

2,45

2,43

2,41

2,38

2,34

2,31

1,16

2,66

1,54

2,86

1,93

3,05

2,32

100

3,43

3,09

3,23

3,20

4,17

5,17

5,12

5,07

5,02

2,90

4,33

4,30

5,01

5,75

4,06

100

4,95

5,50

6,04

4,63

3,43

3,05 3,43

SPLATE = 6 mm

3,43

3,05

[kN]

SPLATE = 5 mm

3,05

Rax,k

SPLATE = 4 mm

SPLATE = 3 mm

RV,k

SPLATE = 2,5 mm

b [mm]

SPLATE = 2 mm

L [mm]

SPLATE = 1,5 mm

d1 [mm]

NOTES:

GENERAL PRINCIPLES:

(1) T he characteristic shear-strength value for LBA Ø4 nails has been evaluated

• C haracteristic values are consistent with EN 1995:2014 and in accordance with ETA.

assuming a plate thickness = SPLATE , always considering the case of thick plate according to ETA (SPLATE ≥ 1,5 mm). The characteristic shear-strength value for LBA Ø6 screws has been evaluated assuming a plate thickness = SPLATE , and considering the thin (SPLATE ≤ 2,0 mm), and thick-plate case scenarios (2,0 < SPLATE < 3,0 mm) according to ETA (SPLATE ≥ 3,0 mm).

(2) The axial thread-withdrawal resistance was calculated considering a 90°

angle between the grain and the connector and for a fixing length of b.

• 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. • F or the calculation process, a mass density equal to ρk = 385 kg/m3 has been considered for timber elements and a mass density equal to ρk = 480 kg/m3 has been considered for LVL elements. • Dimensioning and verification of timber elements and steel plates must be carried out separately. • The shear characteristic resistances are calculated for nails inserted without pre-drilling holes. In the case of nails inserted with pre-drilling holes, greater resistance values can be obtained.

CARPENTRY | LBA | 109

MINIMUM DISTANCES FOR NAILS SUBJECT TO SHEAR | CLT(1)

[mm]

a3,t

[mm]

a3,c

[mm]

a4,t a4,c

Load-to-grain angle (2) α = 0°

Load-to-grain angle (2) α = 90°

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

lateral face(3)

4∙d

2.5∙d

10∙d

4∙d

6∙d

12∙d

7∙d

[mm]

6∙d

[mm]

2.5∙d

6∙d

3∙d

d = nominal screw diameter

a1 a3,t

α F

F α

α a3,c

F α tCLT

a4,t

a4,c

NOTES: (1) The minimum distances are compliant with national specification ÖNORM

EN 1995-1-1 - Annex K and are to be considered valid unless otherwise specified in the technical documents for the CLT panels. (2) Angle between force and direction of the grain of the CLT panel outer layer.

110 | LBA | CARPENTRY

(3) CLT panel minimum thickness t

ness ti = 9 mm.

CLT,min = 10·d - single layer minimum thick-

STATIC VALUES | STEEL-TO-CLT

CHARACTERISTIC VALUES EN 1995:2014 SHEAR (1) steel-to-CLT(2)

geometry of the nail

SPLATE

L b

Fv d1

RV,k

[mm]

2,23

2,19

2,15

2,30

100

4,66

4,55 4,66

2,43

SPLATE = 6,0 mm

2,36

2,55

4,18

4,08

3,96

4,55 4,66

NOTES :

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

(2) The characteristic values for the steel-CLT joint are according to

EN 1995-1-1 according to the national ÖNORM EN 1995 - Annex K specifications, to be considered valid unless otherwise specified in the technical documents of the CLT panels. The table values are valid for CLT panels with minimum thickness tCLT,min = 10·d and with minimum thickness of the single layer ti = 9 mm.

Rd =

2,43

2,55

(1) The characteristic shear-strength value for LBA Ø4 nails has been evaluated

assuming a plate thickness = SPLATE, always considering the case of thick plate according to ETA (SPLATE ≥ 1,5 mm). The characteristic shear-strength value for LBA Ø6 screws has been evaluated assuming a plate thickness = SPLATE , and considering the thin (SPLATE ≤ 2,0 mm), and thick-plate case scenarios (2,0 < SPLATE < 3,0 mm) according to ETA (SPLATE ≥ 3,0 mm).

2,36

2,55

SPLATE = 12,0 mm

4,29

4,55

2,43

SPLATE = 5,0 mm

4,34

4,55

2,36

SPLATE = 10,0 mm

4,35

SPLATE = 4,0 mm

4,35

2,43

SPLATE = 8,0 mm

SPLATE = 3,0 mm

2,55 SPLATE = 6,0 mm

2,55 SPLATE = 5,0 mm

2,55 SPLATE = 4,0 mm

2,55 SPLATE = 3,0 mm

60 80

2,43

2,36

2,43

2,36

100 6

2,43

2,36

SPLATE = 2,5 mm

2,36

SPLATE = 2,0 mm

SPLATE = 1,5 mm

[kN]

4,53 4,66

Rk kmod γM

The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • For the mechanical strength values and the geometry of the nails, reference was made to ETA. • For the calculation process a timber characteristic density ρ k = 350 kg/m3 has been considered. • The values in the table are independent of the load-to-grain angle. • Dimensioning and verification of timber elements and steel plates must be carried out separately. • The shear characteristic resistances are calculated for nails inserted without pre-drilling holes. In the case of nails inserted with pre-drilling holes, greater resistance values can be obtained.

CARPENTRY | LBA | 111

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).

CHARACTERISTICS FOCUS

coach screw with CE marking

HEAD

hexagonal

DIAMETER

from 8,0 to 16,0 mm

LENGTH

from 50 to 400 mm

MATERIAL Available in carbon steel with bright zinc plated and in stainless steel A2.

FIELDS OF USE • timber based panels • fibre board and MDF panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL Service classes 1 and 2.

112 | KOP | CARPENTRY

GEOMETRY AND MECHANICAL CHARACTERISTICS A

d2 d1 SW

b L

Nominal diameter Wrench size Head thickness Tip diameter Shank diameter Diameter pre-drilling hole - smooth part Diameter pre-drilling hole - threaded part Thread length Characteristic yield moment Characteristic withdrawal-resistance parameter Associated density Characteristic head-pull-through parameter Associated density Characteristic tensile strength

d1 SW k d2 dS dV1 dV2 b My,k

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

8 13 5,50 5,60 8,00 8,0 5,5

10 17 7,00 7,00 10,00 10,0 7,0

12 19 8,00 9,00 12,00 12,0 8,5

16 24 10,00 12,00 16,00 16,0 11,0

16,9

32,2

fax,k

[N/mm2]

65,7

138,0

ρa

[kg/m3]

12,9

10,6

10,2

10,0

400

440

360

fhead,k

[N/mm2]

22,8

19,8

16,4

16,5

ρa

[kg/m3]

440

420

430

ftens,k

[kN]

15,7

23,6

37,3

75,3

≥ 0,6 L

CODES AND DIMENSIONS d1

CODE

[mm] [in]

8 0.32 SW 13

10 0.40 SW 17

12 0.48 SW 19

KOP850( * ) KOP860 KOP870 KOP880 KOP8100 KOP8120 KOP8140 KOP8160 KOP8180 KOP8200 KOP1050( * ) KOP1060( * ) KOP1080 KOP10100 KOP10120 KOP10140 KOP10150 KOP10160 KOP10180 KOP10200 KOP10220 KOP10240 KOP10260 KOP10280 KOP10300 KOP1250( * ) KOP1260( * ) KOP1270( * ) KOP1280 KOP1290 KOP12100 KOP12120 KOP12140

pcs

[mm]

[in]

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

1 15/16 2 3/8 2 3/4 3 1/8 4 4 3/4 5 1/2 6 1/4 7 1/8 8 1 15/16 2 3/8 3 1/8 4 4 3/4 5 1/2 6 6 1/4 7 1/8 8 8 5/8 9 1/2 10 1/4 11 11 3/4 1 15/16 2 3/8 2 3/4 3 1/8 3 1/2 4 4 3/4 5 1/2

CODE

[mm] [in] 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 50 50 50 25 25 25 25

KOP12150 KOP12160 KOP12180 KOP12200 KOP12220 KOP12240 12 KOP12260 0.48 SW 19 KOP12280 KOP12300 KOP12320 KOP12340 KOP12360 KOP12380 KOP12400 KOP1680( * ) KOP16100( * ) KOP16120 KOP16140 KOP16150 KOP16160 KOP16180 KOP16200 16 KOP16220 0.63 SW 24 KOP16240 KOP16260 KOP16280 KOP16300 KOP16320 KOP16340 KOP16360 KOP16380 KOP16400 (*)

pcs

[mm]

[in]

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

6 6 1/4 7 1/8 8 8 5/8 9 1/2 10 1/4 11 11 3/4 12 5/8 13 3/8 14 1/4 15 15 3/4 3 1/8 4 4 3/4 5 1/2 6 6 1/4 7 1/8 8 8 5/8 9 1/2 10 1/4 11 11 3/4 12 5/8 13 3/8 14 1/4 15 15 3/4

25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25

Not holding CE marking.

CARPENTRY | KOP | 113

A2 | AISI304 VERSION CODES AND DIMENSIONS

AISI 304

CODE

[mm] [in]

[mm]

[in]

1 15/16

100

AI571860

2 3/8

100

AI571880

3 1/8

100

AI571850 8 0.32 SW 13

10 0.40 SW 17

pcs

CODE

[mm] [in]

AI5718100

100

AI5718120

120

4 3/4

AI5711050

1 15/16

AI5711060

2 3/8

AI5711080

3 1/8

AI57110100

100

AI57110120

120

4 3/4

AI57110140

140

5 1/2

AI57110160

160

6 1/4

AI57110180

180

7 1/8

AI57110200

200

[mm]

[in]

100

AI57112120

120

4 3/4

AI57112140

140

5 1/2

AI57112160

160

6 1/4

AI57112180

180

7 1/8

AI57112100 12 0.48 SW 19

pcs

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

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

SCREWS INSERTED WITH PRE-DRILLING HOLE 8

[mm]

5∙d

4∙d

[mm]

4∙d

a3,t

[mm]

7∙d (min. 80 mm)

112

7∙d (min. 80 mm)

112

a3,c

[mm]

4∙d

7∙d

112

a4,t

[mm]

3∙d

4∙d

a4,c

[mm]

3∙d

d = nominal nail 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 in accordance with EN 1995:2014. • For KOP screws with a diameter of d > 6 mm, 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.

114 | KOP | CARPENTRY

- pre-drill hole for the threaded portion, equal to approximately 70% of the shank diameter.

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR timber-to-timber α = 0°(1)

geometry

timber-to-timber α = 90°(2)

TENSION

thin steel-timber plate(3)

thick steel-timber plate(4)

Splate

thread withdrawal(5)

head pull-through(6)

Splate

L b d1

b(7)

RV,k

Rax,k

Rhead,k

[mm]

[kN]

2,96

2,23

2,64

3,75

2,78

3,54

3,28

2,68

3,22

4,38

3,34

3,54

3,51

4,56

3,90

3,54

4,70

4,45

3,54

4,98

5,56

3,54

5,25

6,68

3,54

5,53

7,79

3,54

3,55

2,87

3,78

3,01

100

3,96

3,32

120

3,96

3,42

140

3,96

3,42

3,65 3,93 4,20 4,48

160

3,96

3,42

4,76

5,81

8,90

3,54

180

108

3,96

3,42

5,04

6,09

10,02

3,54

200

120

3,96

3,42

5,07

6,37

11,13

3,54

3,48

2,56

3,10

4,65

2,86

5,45

4,18

3,07

3,79

5,30

3,43

5,45

5,01

4,01

4,97

6,56

4,57

5,45

100

5,78

4,56

5,26

6,84

5,72

5,45

120

6,05

4,92

5,54

7,13

6,86

5,45

5,83

140

6,05

5,19

150

6,05

5,19

160

6,05

5,19

180

108

6,05

5,19

200

120

6,05

5,19

220

132

6,05

5,19

240

144

6,05

5,19

5,97 6,12 6,40

SPLATE = 10 mm

42 48

SPLATE = 5 mm

70 80

SPLATE = 8 mm

SPLATE = 4 mm

7,42

8,00

5,45

7,56

8,57

5,45

7,70

9,14

5,45

7,99

10,29

5,45

8,27

11,43

5,45

6,97

8,56

12,57

5,45

7,26

8,85

13,72

5,45

6,69

260

156

104

6,05

5,19

7,54

9,13

14,86

5,45

280

168

112

6,05

5,19

7,66

9,42

16,00

5,45

300

180

120

6,05

5,19

7,66

9,70

17,15

5,45

NOTES: (1) The characteristic shear resistance values are calculated using an angle α be-

tween the strength and the grain of 0°.

(2) The characteristic shear resistance values are calculated using an angle α be-

tween the strength and the grain of 90°.

(3) The shear resistance characteristics are calculated considering the case of

(6) The axial resistance to head pull-through was calculated using timber ele-

ments. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through. (7) During calculation, a thread length of b = 0,6 L is used, with the exception

of the measures (*).

a thin plate (SPLATE ≤ 0,5 d1). (4) The shear resistance characteristics are calculated considering the case of

a thick plate (SPLATE ≥ d1). (5) The axial thread withdrawal resistance was calculated considering a 90° angle between the grain and the connector and for a fixing length of b.

CARPENTRY | KOP | 115

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR timber-to-timber α = 0° (1)

geometry

timber-to-timber α = 90° (2)

TENSION

thin steel-timber plate(3)

thick steel-timber plate(4)

Splate

thread withdrawal(5)

head pull-through(6)

Splate

L b d1

b(7)

RV,k

Rax,k

Rhead,k

[mm]

[kN]

4,01

2,89

3,49

6,10

3,06

5,54

4,81

3,46

4,28

6,67

3,67

5,54

5,61

4,04

5,07

7,36

4,28

5,54

6,42

4,62

5,86

8,12

4,89

5,54

6,92

5,19

6,66

8,94

5,50

5,54

7,20

5,63

7,40

9,78

6,12

5,54

120

7,82

6,02

7,70

10,13

7,34

5,54

8,50

6,41

8,01

10,44

8,56

5,54

150

8,64

6,62

8,16

10,59

9,17

5,54

160

8,64

6,84

180

108

8,64

7,25

8,31

200

120

8,64

7,25

220

132

8,64

7,25

240

144

8,64

7,25

9,54

260

156

104

8,64

7,25

9,84

8,62 8,92 9,23

SPLATE = 12 mm

140

SPLATE = 6 mm

90 100

10,74

9,78

5,54

11,05

11,01

5,54

11,36

12,23

5,54

11,66

13,45

5,54

11,97

14,68

5,54

12,27

15,90

5,54

280

168

112

8,64

7,25

10,15

12,58

17,12

5,54

300

180

120

8,64

7,25

10,45

12,88

18,35

5,54

320

192

128

8,64

7,25

10,76

13,19

19,57

5,54

340

195 *

145

8,64

7,25

10,84

13,27

19,88

5,54

360

195 *

165

8,64

7,25

10,84

13,27

19,88

5,54

380

195 *

185

8,64

7,25

10,84

13,27

19,88

5,54

400

195 *

205

8,64

7,25

10,84

13,27

19,88

5,54

NOTES: (1) The characteristic shear resistance values are calculated using an angle α be-

(5) The axial thread withdrawal resistance was calculated considering a 90° an-

(2) The characteristic shear resistance values are calculated using an angle α be-

(6) The axial resistance to head pull-through was calculated using timber ele-

tween the strength and the grain of 0°.

tween the strength and the grain of 90°.

(3) The shear resistance characteristics are calculated considering the case of

a thin plate (SPLATE ≤ 0,5 d1). (4) The shear resistance characteristics are calculated considering the case of a thick plate (SPLATE ≥ d1).

116 | KOP | CARPENTRY

of the measures (*).

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR timber-to-timber α = 0° (1)

geometry

timber-to-timber α = 90° (2)

TENSION

thin steel-timber plate(3)

thick steel-timber plate(4)

Splate

thread withdrawal(5)

head pull-through(6)

Splate

L b d1

b(7)

RV,k

Rax,k

Rhead,k

[mm]

[kN]

8,49

6,03

6,99

11,17

7,51

8,89

10,48

7,42

8,93

13,02

9,39

8,89

11,43

8,46

10,87

15,10

11,26

8,89

12,18

9,28

12,70

16,59

13,14

8,89

150

12,58

9,50

12,93

16,83

14,08

8,89

160

12,99

9,72

13,16

17,06

15,02

8,89

180

108

13,86

10,20

13,63

17,53

16,89

8,89

200

120

14,09

10,72

220

132

14,09

11,26

240

144

14,09

11,63

260

156

104

14,09

11,63

14,10 14,57 15,04 15,51

SPLATE = 16 mm

120 140

SPLATE = 8 mm

80 100

18,00

18,77

8,89

18,47

20,65

8,89

18,94

22,53

8,89

19,41

24,40

8,89

280

168

112

14,09

11,63

15,98

19,88

26,28

8,89

300

180

120

14,09

11,63

16,45

20,35

28,16

8,89

320

192

128

14,09

11,63

16,92

20,82

30,04

8,89

340

204

136

14,09

11,63

17,39

21,29

31,91

8,89

360

205 *

155

14,09

11,63

17,43

21,33

32,07

8,89

380

205 *

175

14,09

11,63

17,43

21,33

32,07

8,89

400

205 *

195

14,09

11,63

17,43

21,33

32,07

8,89

NOTES:

GENERAL PRINCIPLES:

(1) The characteristic shear resistance values are calculated using an angle α

• Characteristic values according to EN 1995:2014.

between the strength and the grain of 0°.

(2) T he characteristic shear resistance values are calculated using an angle α

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

between the strength and the grain of 90°.

(3) The shear resistance characteristics are calculated considering the case of

a thin plate (SPLATE ≤ 0,5 d1). (4) The shear resistance characteristics are calculated considering the case of a thick plate (SPLATE ≥ d1). (5) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b. (6) The axial resistance to head pull-through was calculated using timber ele-

of the measures (*).

Rd =

Rk kmod γM

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

• F or the calculation process a timber characteristic density ρ k = 350 kg/m3 has been considered. • V alues were calculated considering the minimum threaded part as being completely inserted into the wood. • D imensioning and verification of timber elements and steel plates must be carried out separately. • The characteristic shear resistance values are calculated for screws inserted with pre-drilling hole.

CARPENTRY | KOP | 117

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.

CODES AND DIMENSIONS d1

CODE

[mm]

DRS680S

100

DRS6100S

100

DRS6120S

120

100

DRS6145S

145

100

[mm]

6 TX 30

pcs

MATERIAL Galvanized 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.

118 | DRS | CARPENTRY

GEOMETRY d3

dS d2 d1

dK b

b1 L Nominal diameter

[mm]

Head diameter

[mm]

12,00

Tip diameter

[mm]

3,90

Shank diameter

[mm]

4,35

Underhead thread diameter

[mm]

6,80

Length head + rings

[mm]

21,0

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.

CARPENTRY | DRS | 119

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 screw anchor.

CODES AND DIMENSIONS NDK GL NYLON SCREW ANCHOR d1

CODE

[mm] 6 TX 30

[mm]

pcs

DRT680

100

DRT6100

100

DRT6120

120

100

CODE

[mm]

NDKG840

pcs 100

For fastening on concrete or brickwork, use of the NDK GL nylon screw anchor is recommended.

MATERIAL Galvanized 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.

120 | DRT | CARPENTRY

GEOMETRY d3

dS d2 d1

dK b

b1 L Nominal diameter

[mm]

Head diameter

[mm]

12,50

Tip diameter

[mm]

3,90

Shank diameter

[mm]

4,35

Underhead thread diameter

[mm]

9,90

Diameter of concrete/brickwork opening

[mm]

8,0

Length head + rings

[mm]

22,0

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.

Loosen the screw based on the desired distance.

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.

Adjust the other screws in a similar manner to level the structure.

CARPENTRY | DRT | 121

MBS SELF-TAPPING SCREW WITH CYLINDRICAL HEAD FOR MASONRY HI-LOW THREADING Appropriate for direct fastening on compact and semi-solid materials: natural stone, concrete, solid bricks and hollow bricks.

WOOD FRAMES Thanks to the cylindrical head, it is ideal for fastening wood frames directly to brickwork supports.

CODES AND DIMENSIONS d1

CODE

[mm]

7,5 TX 30

pcs

[mm] MBS7572

100

MBS7592

100

MBS75112

112

100

MBS75132

132

100

MBS75152

152

100

MBS75182

182

100

GEOMETRY

d1 L

Available also with countersunk flat head: suitable for of PVC and aluminum profile fastening.

MATERIAL Galvanized carbon steel.

FIELDS OF USE The HI-LOW thread allows for safe fastening even near the edges of the support, thanks to the reduced tension induced on the material, ideal for frames.

122 | MBS | CARPENTRY

INSTALLATION PARAMETERS Nominal diameter

[mm]

7,5

Head diameter

[mm]

8,0

[mm]

6,0

[mm]

6,2

Diameter of pre-drilling hole concrete/brickwork Hole diameter in the element to be fastened

dK dF

hnom

d 1 dK d0 d F hnom

screw diameter head diameter diameter of pre-drilling hole concrete/brickwork hole diameter in the element to be fastened nominal anchoring depth

d1 dO

STATIC VALUES WITHDRAWAL RESISTANCE Type of support

hnom,min

Concrete Solid brick Hollow brick Light concrete

Nrec

[mm]

[kN]

0,76

0,29

1,79

0,05

0,21

0,12

INSTALLATION 01

CARPENTRY | MBS | 123

DWS DRYWALL SCREW OPTIMISED GEOMETRY Bugle head and phosphate-coated steel; ideal for fastening sheets of drywall.

FULLY FINE THREADED Fully fine threaded screw, ideal for fastening on sheet metal supports.

CODES AND DIMENSIONS d1

CODE

[mm]

4,2 PH 2

pcs

GEOMETRY

[mm] FE620001

3,5 PH 2

description

FE620005

FE620010

FE620015

FE620020

1000 sheet metal substructure

1000 d1

500 500

sheet metal substructure

200

MATERIAL Phosphate-coated carbon steel.

FIELDS OF USE Ideal for quickly and safely creating thermal and noise insulation.

124 | DWS | CARPENTRY

DWS COIL DWS COLLATED PLASTERBOARD SCREW OPTIMISED GEOMETRY Fully threaded screw with bugle head and phosphate-coated steel; ideal for fastening sheets of drywall and plaster fibre.

COLLATED VERSION Bound in plastic for quick, precise mass use.

CODES AND DIMENSIONS d1

CODE

[mm]

3,9 PH 2 3,9 PH 2

description

pcs

[mm] HH10600404

3,9 PH 2

L 30

HH10600405

HH10600406

HH10600401

HH10600402

HH10600403

HH10600397

HH10600398

10000 timber substructure

GEOMETRY

10000 10000 10000

sheet-metal substructure max 0,75 mm

10000

10000 fermacell

10000 10000

MATERIAL Phosphate-coated carbon steel.

FIELDS OF USE Ideal for fastening sheets of drywall or plaster fibre to sheet metal substructures (maximum 0,75 mm).

CARPENTRY | DWS COIL | 125

THERMOWASHER WASHER TO FASTEN INSULATION TO TIMBER CE FASTENING WITH HBS SCREWS The THERMOWASHER is intended for use with screws with the CE marking in accordance with ETA. Ideal for Ø6 or Ø8 HBS screws, with lengths based on the thickness of the insulation to be fastened.

ANTI-THERMAL BRIDGE Incorporated hole cover to avoid thermal bridges. Large cable spaces for proper plaster adhesion. Has a system that prevents the screw from pulling out.

CODES AND DIMENSIONS CODE THERMO65

dSCREW

axbxc

[mm]

6/8

65 x 4 x 20

pcs 700

MATERIAL Propylene (PP) system.

FIELDS OF USE The Ø65 propylene washer is compatible with Ø6 and Ø8 screws; it is suitable for any type of insulation and any type of fixture thickness.

126 | THERMOWASHER | CARPENTRY

ISULFIX

ETA

ANCHOR FOR FASTENING INSULATION TO BRICKWORK CERTIFICATE Anchor with the CE mark in accordance with ETA, with certified resistance values. Double expansion with preassembled steel nails allows for fast versatile fastening on concrete and brickwork.

DOUBLE EXPANSION Ø8 PVC double expansion anchor with preassembled steel nails, for fastening to concrete and brickwork. Can be used, with an additional washer, on particularly soft insulating materials.

CODES AND DIMENSIONS CODE

dHOLE

dHEAD

[mm]

[mm] 80

250

120

150

160

100

ISULFIX8110

110

ISULFIX8150

150

ISULFIX8190

190

CODE

dHEAD

pcs

description

pcs

additional washer for soft insulation

250

[mm] ISULFIX90

A= maximum fastening thickness

MATERIAL PVC system with carbon steel nail.

FIELDS OF USE Anchor available in various measurements for different insulation thicknesses; can be used with an additional washer for use with soft insulation; method of use and certified laying possibilities indicated in the relative ETA document.

CARPENTRY | ISULFIX | 127

STRUCTURES

VGZ FULL THREADED SCREW WITH CYLINDRICAL HEAD. . . . . . . . . 138

VGZ EVO FRAME MINI FULL THREADED SCREW WITH CYLINDRICAL HEAD. . . . 162

VGZ EVO FULL THREADED SCREW WITH CYLINDRICAL HEAD. . . . . . . . . 170

VGZ HARDWOOD FULLY THREADED SCREW FOR HARDWOODS . . . . . . . . . . . . . . . 176

VGS FULLY THREADED SCREW WITH COUNTERSUNK OR HEXAGONAL HEAD. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 186

VGU 45° WASHER FOR VGS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 200

RTR STRUCTURAL REINFORCEMENT SYSTEM . . . . . . . . . . . . . . . . . . 206

DGZ DOUBLE THREADED SCREW FOR INSULATION . . . . . . . . . . . . . 210

SBD SELF-DRILLING DOWEL. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 218

CTC CONNECTOR FOR TIMBER-TO-CONCRETE FLOORS. . . . . . . . 224

SKR | SKS CONCRETE SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 232

SKR-E | SKS-E SCREW ANCHOR FOR CONCRETE CE1. . . . . . . . . . . . . . . . . . . . . 236

STRUCTURES | 131

STRUCTURAL CONNECTORS STRENGTH AND STIFFNESS

STRENGTH Partially thread screw Concentration of stresses in the localised area in the direction of the load. Resistance connected to the bearing stress of the walls of the hole in the timber and the bending of the screw.

SCREWS FOR SHEAR LOADS

X X

RESISTANCE PROPORTIONAL TO THE DIAMETER

Total thread connectors Stress distributed along the entire threaded surface. High resistance connected to the timber cylinder affected by tangential stresses.

CONNECTORS STRESSED AXIALLY

RESISTANCE PROPORTIONAL TO THE THREADED LENGTH

APPLICATION EXAMPLE CONNECTION WITH HBS PARTIALLY THREAD SCREWS

more screws and more deformation

132 | STRUCTURAL CONNECTORS | STRUCTURES

CONNECTION WITH VGZ TOTAL THREAD CONNECTORS

fewer connectors and less deformation

A new approach for modern screws, conceived as connectors able to guarantee excellent static performance, taking advantage of the axial capacity.

RIGIDITY Partially thread screw RIGIDITY

F F

DUCTILITY • screws for shear loads

• high slip • low rigidity • high ductility

Total thread connectors

F RIGIDITY

DUCTILITY • connectors stressed axially

• limited slip • high rigidity

EXPERIMENTAL BEHAVIOUR The rigidity of the connection is conventionally identified by the slope of the elastic portions of the monotonic load-slip curve. The graph refers to shear tests to control displacement for HBS screws under lateral stress (shear) and crossed VGZ screws stressed axially.

F - load [kN]

• reduced ductility

kSER VGZ kSER HBS

s - slip [mm]

STRUCTURES | STRUCTURAL CONNECTORS | 133

SCREWS STRESSED AXIALLY TENSILE AND COMPRESSION STRENGTH The strength is proportional to the length of the thread and thus high performance can be achieved with smaller diameters.

DETERMINING RESISTANCE To verify the resistance of screws stressed axially, the determining value is the lower between:

STEEL tension / head separation, instability

THREAD withdrawal

HEAD pull-through

resistance 100%

strength 30-100% function of thread L

resistance 10%

For total thread connectors, the resistance to head pull-through (binding in the case of partial thread screws) is considered unimportant and, instead, the high resistance to thread withdrawal is considered, which is expressed both for tensile and compression stress.

APPLICATION EXAMPLE TIMBER-TO-TIMBER SHEAR CONNECTION

Connection with VGZ total thread connectors

134 | SCREWS STRESSED AXIALLY | STRUCTURES

Connection with HBS partially thread screws

Fc =0

JOINTS WITH DIFFERENT TYPES OF CONNECTORS "When a connection includes different types of connectors or connector types with different rigidities, it is recommended that the compatibility of these types be verified [EN 1995:2014]." In practice, this means that it is not allowed to use different fastening systems to transfer a single stress (e.g. F shear). The global resistance is not the sum of the individual resistances.

APPLICATION EXAMPLE Transfer of shear force F through connectors stressed axially

SOLUTION A 2 crossed connectors

BREAKDOWN OF THE FORCES

RESULT R = F

F 1 screw under tension

1 compressed screw

SOLUTION B 2 parallel connectors

BREAKDOWN OF THE FORCES

RESULT R = F

F 2 screws under tension

R/2 + R/2 = R*

* to be added to any contribution from friction

direct contact: wood compressed

STRUCTURES | SCREWS STRESSED AXIALLY | 135

STRUCTURAL REINFORCEMENT RESPONSE TO STRESS

Wood is an anisotropic material. Therefore, it has different mechanical characteristics depending on the direction of the grain and the stress.

The anisotropy of the material derives from its cellular organisation: wood consists of layers of fibres welded to each other by lignin and can be compared to extremely thin straws, known as tracheids. The physical structure determines the mechanical characteristics of the wood: • great resistance and rigidity for stresses in the direction of the axis of the fibres; • reduced efficiency for stresses perpendicular to the direction of the fibres, in particular for tensile stresses.

01 | 02

In the context of reinforcements, the main mono-axial stresses to which wood may be subjected are:

01 | 02 TENSION PERPENDICULAR TO THE FIBRES 03 COMPRESSION PERPENDICULAR TO THE FIBRES

04 LONGITUDINAL SHEAR

136 | STRUCTURAL REINFORCEMENT | STRUCTURES

FAILURE

REINFORCEMENT

REINFORCEMENT FOR TENSION PERPENDICULAR TO THE FIBRES NOTCH

Resistance influenced above all by cracks, knots, resin channels. Markedly fragile behaviour.

FAILURE

REINFORCEMENT

REINFORCEMENT FOR TENSION PERPENDICULAR TO THE FIBRES HANGING LOAD

Failure can occur in the case in which the load applied affects a height limited by the main beam (a/h ≤ 0,7). Markedly fragile behaviour.

FAILURE

REINFORCEMENT

REINFORCEMENT FOR COMPRESSION PERPENDICULAR TO THE FIBRES - RESTING

Crushing and severing of the fibres in the area where the forces are introduced (e.g. supports). Sufficiently ductile behaviour.

FAILURE

REINFORCEMENT

REINFORCEMENT FOR LONGITUDINAL SHEAR

Collapse near the neutral axis, mutual sliding of the two parts of the section. Beam subject to flexion: tense area or support area. Markedly fragile behaviour.

STRUCTURES | STRUCTURAL REINFORCEMENT | 137

VGZ

AC233 ESR-4645

BIT INCLUDED

FULL THREADED SCREW WITH CYLINDRICAL HEAD TENSION Deep thread and high resistance steel (fy,k = 1000 N/mm2) for excellent tensile performance. Very broad range of measurements.

STRUCTURAL APPLICATIONS Approved for structural applications subject to stresses in any direction vs. the grain (α = 0° - 90°). Reduced minimum distances.

CYLINDRICAL HEAD Ideal for concealed joints, timber couplings and structural reinforcements. Guarantees fire protection and earthquake suitability. Cyclical SEISMIC-REV tests according to EN 12512.

CHROMIUM (VI) FREE Total absence of hexavalent chromium. Compliance with the strictest regulations governing chemical substances (SVHC). REACH information available.

CHARACTERISTICS FOCUS

45° connections, reinforcements and couplings

HEAD

cylindrical, countersunk

DIAMETER

5,3 | 5,6 | 7,0 | 9,0 | 11,0 mm

LENGTH

from 80 to 600 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL • high density woods Service classes 1 and 2.

138 | VGZ | STRUCTURES

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.

STRUCTURES | VGZ | 139

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

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

GEOMETRY AND MECHANICAL CHARACTERISTICS

Z V

d2 d1

b L

Nominal diameter

[mm]

5,3

5,6

Head diameter

[mm]

8,00

Tip diameter

[mm]

3,60

8,00

9,50

11,50

13,50

3,80

4,60

5,90

6,60

[mm]

3,5

4,0

5,0

6,0

My,k

[Nm]

9,2

10,6

14,2

27,2

45,9

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic withdrawal-resistance parameter(3)

fax,k

[N/mm2]

15,0

Associated density

ρa

[kg/m3]

500

Characteristic tensile strength

ftens,k

[kN]

11,0

12,3

15,4

25,4

38,0

Characteristic yield strength

fy,k

[N/mm2]

1000

Pre-drilling hole

diameter(1)

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

(1)

140 | VGZ | STRUCTURES

CODES AND DIMENSIONS d1

CODE

[mm] [in] 5,3 0.21 TX 25 5,6 0.23 TX 25

7 0.28 TX 30

pcs

CODE

[mm]

[in]

[mm]

VGZ580

3 1/8

[mm] [in] VGZ9160

VGZ5100

100

VGZ5120

120

4 3/4

110

VGZ5140

140

5 1/2

130

pcs

[mm]

[in]

[mm]

160

6 1/4

150

VGZ9180

180

7 1/8

170

VGZ9200

200

190

VGZ9220

220

8 5/8

210

VGZ5160

160

6 1/4

150

VGZ9240

240

9 1/2

230

VGZ780

3 1/8

VGZ9260

260

10 1/4

250

VGZ7100

100

VGZ7120

120

4 3/4

110

VGZ7140

140

5 1/2

130

VGZ7160

160

6 1/4

150

VGZ7180

180

7 1/8

170

VGZ7200

200

190

VGZ7220

220

8 5/8

210

VGZ7240

240

9 1/2

230

VGZ7260

260

10 1/4

VGZ9280

280

270

VGZ9300

300

11 3/4

290

VGZ9320

320

12 5/8

310

VGZ9340

340

13 3/8

330

VGZ9360

360

14 1/4

350

VGZ9380

380

370

VGZ9400

400

15 3/4

390

VGZ9440

440

17 1/4

430

250

VGZ9480

480

470

9 0.36 TX 40

VGZ7280

280

270

VGZ9520

520

20 1/2

510

VGZ7300

300

11 3/4

290

VGZ11250

250

240

VGZ7340

340

13 3/8

330

VGZ11300

300

11 3/4

290

VGZ7380

380

370

VGZ11350

350

13 3/4

340

VGZ11400

400

15 3/4

390

VGZ11450

450

17 3/4

440

VGZ11500

500

19 3/4

490

VGZ11550

550

21 5/8

540

VGZ11600

600

23 5/8

590

11 0.44 TX 50

JIG VGZ 45° TEMPLATE

CODE JIGVGZ45

description

pcs

steel template for VGZ screws at 45°

Further information on page 367.

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

STRUCTURES | VGZ | 141

EFFECTIVE THREAD USED IN CALCULATION 10

Tol.

b = 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

b L

The timber to timber withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

MINIMUM DISTANCES FOR SHEAR LOADS (1)

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

SCREWS INSERTED WITH PRE-DRILLING HOLE

5,3

5,6

5∙d

3∙d

5,3

5,6

4∙d

a3,t

[mm]

12∙d

108

132

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

7∙d

a4,c

[mm]

3∙d

[mm]

12∙d

[mm]

5∙d

a3,t

[mm]

a3,c

[mm]

a4,t

[mm]

a4,c

[mm]

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5,3

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

5,6

5,3

5,6

108

132

5∙d

15∙d

105

135

165

10∙d

110

10∙d

110

10∙d

110

5∙d

10∙d

110

5∙d

d = 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: (1) The minimum distances are in accordance with EN 1995:2014 considering a timber characteristic density of ρk ≤ 420 kg/m3.

• The minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

142 | VGZ | STRUCTURES

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

MINIMUM DISTANCES FOR AXIAL STRESSES (2)

SCREWS INSERTED WITH AND WITHOUT PRE-DRILLING HOLE d1

[mm]

5,3

5,6

5∙d

[mm]

5∙d

(3)

[mm]

2.5∙d

a1,CG (4)

[mm]

10∙d

110

(5)

[mm]

4∙d

[mm]

1.5∙d

a2,LIM a2,CG

aCROSS

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

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

plan

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: (2) The minimum distances for connectors stressed axially are independent of

(5) For main beam-secondary beam joints with VGZ screws d = 7 mm inclined

the insertion angle of the connector and the angle of the force with respect to the grain, in accordance with ETA-11/0030.

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 a2 CG can be taken equal to 3∙d 1 .

(3) The axial distance a can be reduced down to 2,5 d if for each connector a 2 1 “joint surface” a1∙a2 = 25∙d1 2 is maintained. (4) 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 at 1,CG can be taken equal to 8∙d1 .

STRUCTURES | VGZ | 143

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 TENSION(1) total thread withdrawal(2)

geometry

partial thread withdrawal(2)

steel tension

estrazione estrazione filetto filetto parziale parziale

timber d1

A min

[mm]

5,3

5,6

timber

steel

Rax,k

Rtens,k

[mm]

[kN]

1,67

Rax,k

A min

[mm]

[kN]

[mm]

4,68

100

110

6,02

2,34

120

110

130

7,36

3,01

140

130

150

9,19

3,89

160

150

170

10,61

4,60

6,19

2,21

100

110

7,96

3,09

120

110

130

9,72

3,98

140

130

150

11,49

4,86

160

150

170

13,26

5,75

180

170

190

15,03

6,63

200

190

210

16,79

105

7,51

220

210

230

18,56

115

8,40

240

230

250

20,33

105

125

9,28

260

250

270

22,10

115

135

10,16

280

270

290

23,87

125

145

11,05

300

290

310

25,63

135

155

11,93

340

330

350

29,17

155

175

13,70

380

370

390

32,70

175

195

15,47

160

150

170

17,05

7,39

180

170

190

19,32

8,52

200

190

210

21,59

105

9,66

220

210

230

23,87

115

10,80

240

230

250

26,14

105

125

11,93

260

250

270

28,41

115

135

13,07

280

270

290

30,68

125

145

14,21

300

290

310

32,96

135

155

15,34

320

310

330

35,23

145

165

16,48

340

330

350

37,50

155

175

17,61

360

350

370

39,78

165

185

18,75

380

370

390

42,05

175

195

19,89

400

390

410

44,32

185

205

21,02

440

430

450

48,87

205

225

23,30

480

470

490

53,41

225

245

25,57

520

510

530

57,96

245

265

27,84

144 | VGZ | STRUCTURES

11,00

12,30

15,40

25,40

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 TENSION(1) total thread withdrawal(2)

geometry

partial thread withdrawal(2)

steel tension

estrazione estrazione filetto filetto parziale parziale

timber d1

A min

[mm]

250

240

timber

steel

Rax,k

Rtens,k

[mm]

[kN]

130

15,28

Rax,k

A min

[mm]

[kN]

[mm]

260

33,34

110

300

290

310

40,28

135

155

18,75

350

340

360

47,22

160

180

22,22

400

390

410

54,17

185

205

25,70

450

440

460

61,11

210

230

29,17

500

490

510

68,06

235

255

32,64

550

540

560

75,00

260

280

36,11

600

590

610

81,95

285

305

39,59

38,00

NOTES: (1) The connector design resistance is the lowest between the timber side de-

(2) The axial resistance of the thread to withdrawal was calculated consider-

sign resistance (Rax,d) and the steel side resistance (Rtens,d).

Rax,d = min

Rax,k kmod γM Rtens,k γM2

ing a 90° angle between the fibres and the connector and for a effective thread length of b or Sg. For intermediate values of Sg it is possible to linearly interpolate.

STRUCTURES | VGZ | 145

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

geometry

SHEAR

SLIDING

timber-to-timber

timber-to-timber(3)

45°

L B

Sg d1

A min

RV,k

A min

Bmin

RV,k

[mm]

[kN]

[mm]

[kN]

1,66

1,18

5,3

100

2,09

1,66

5,6

120

2,32

2,13

140

2,69

2,75

160

2,87

3,25

2,16

1,56

100

2,68

2,19

120

3,15

2,81

140

3,37

3,44

160

3,59

4,06

180

3,81

4,69

200

100

4,03

5,31

220

110

4,25

100

5,94

240

105

120

4,30

105

6,56

260

115

130

4,30

110

7,19

280

125

140

4,30

100

120

7,81

300

135

150

4,30

110

125

8,44

340

155

170

4,30

125

140

9,69

380

175

190

4,30

140

155

10,89

160

5,10

5,22

180

5,38

6,03

200

100

5,67

6,83

220

110

5,95

100

7,63

240

105

120

6,23

105

8,44

260

115

130

6,50

110

9,24

280

125

140

6,50

105

120

10,04

300

135

150

6,50

110

125

10,85

320

145

160

6,50

115

135

11,65

340

155

170

6,50

125

140

12,46

360

165

180

6,50

130

145

13,26

380

175

190

6,50

140

155

14,06

400

185

200

6,50

145

160

14,87

440

205

220

6,50

160

175

16,47

480

225

240

6,50

175

190

17,96

520

245

260

6,50

190

205

17,96

146 | VGZ | STRUCTURES

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

geometry

SHEAR

SLIDING

timber-to-timber

timber-to-timber(3)

45°

L B

Sg d1

A min

RV,k

A min

Bmin

RV,k

[mm]

[kN]

[mm]

[kN]

250

110

125

8,35

110

10,80

300

135

150

9,06

115

125

13,26

350

160

175

9,06

130

145

15,71

400

185

200

9,06

150

160

18,17

450

210

225

9,06

165

180

20,63

500

235

250

9,06

185

195

23,08

550

260

275

9,06

200

215

25,54

600

285

300

9,06

220

230

26,87

NOTES:

GENERAL PRINCIPLES:

(3) The axial resistance of the thread withdrawal was calculated considering a

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

45° angle between the fibres and the connector and for an effective thread length of Sg.

• 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. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Dimensioning and verification of the timber elements must be carried out 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 withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

STRUCTURES | VGZ | 147

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

SHEAR CONNECTION WITH CROSSED CONNECTORS RIGHT-ANGLE JOINT - MAIN BEAM/SECONDARY BEAM d1

S g HT(1)

S g NT (1)

BHT,min

HHT,min = hNT,min

bNT,min

[mm]

5,3

120

140

120

130

5,6 160

160

180

200

220

240

105

100

130

160

170

185

7 260

280

300

340

380

115

125

135

155

175

148 | VGZ | STRUCTURES

115

125

135

155

175

110

115

125

140

150

200

215

230

255

285

no. pairs

R1V,k (2)

R2V,k(2)

m(3) [mm]

[kN]

withdrawal(4)

instability 8,2

2,8

5,3

15,3

103

7,7

22,0

4,5

9,2

8,4

17,1

109

12,2

24,6

6,5

9,2

12,1

17,1

109

17,6

24,6

5,6

13,6

10,5

25,4

123

15,2

36,6

8,1

13,6

15,2

25,4

123

21,9

36,6

10,6

13,6

19,8

25,4

123

28,7

36,6

11,9

13,6

22,2

25,4

123

32,1

36,6

13,1

13,6

24,5

25,4

123

35,4

36,6

14,4

13,6

26,8

25,4

123

38,8

36,6

15,6

13,6

29,2

25,4

123

42,2

36,6

16,9

13,6

31,5

25,4

123

45,6

36,6

19,4

13,6

36,2

25,4

123

52,3

36,6

21,8

13,6

40,6

25,4

123

58,8

36,6

102

109

124

138

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

SHEAR CONNECTION WITH CROSSED CONNECTORS RIGHT-ANGLE JOINT - MAIN BEAM/SECONDARY BEAM d1

S g HT(1)

S g NT (1)

BHT,min

HHT,min = hNT,min

bNT,min

[mm]

ì200

220

240

260

280

300

320

115

125

135

145

115

125

135

145

100

110

115

125

130

200

215

230

245

9 340

360

380

400

440

480

520

155

165

175

185

205

225

245

155

165

175

185

205

225

245

140

145

150

160

175

185

200

260

270

285

300

330

355

385

no. pairs

R1V,k (2)

R2V,k(2)

m(3) [mm]

[kN]

withdrawal(4)

instability

8,8

22,9

131

16,5

42,7

176

23,9

61,5

12,1

22,9

131

22,5

42,7

176

32,5

61,5

15,3

22,9

131

28,5

42,7

176

41,2

61,5

18,5

22,9

131

34,5

42,7

176

49,9

61,5

20,1

22,9

131

37,5

42,7

176

54,2

61,5

21,7

22,9

131

40,5

42,7

176

58,6

61,5

23,3

22,9

131

43,5

42,7

176

62,9

61,5

24,9

22,9

131

46,5

42,7

176

67,3

61,5

26,5

22,9

131

49,5

42,7

176

71,6

61,5

28,1

22,9

131

52,5

42,7

176

75,9

61,5

29,7

22,9

131

55,5

42,7

176

80,3

61,5

32,9

22,9

131

61,5

42,7

176

89,0

61,5

35,9

22,9

131

67,0

42,7

176

97,0

61,5

35,9

22,9

131

67,0

42,7

176

97,0

61,5

103

110

117

124

131

138

145

160

174

188

NOTES: (1) The values given are calculated considering a distance a 1CG ≥ 5d. In some cases the asymmetrical laying of connectors is needed (Sg HT ≠ Sg NT ). (2) The compression design strength of the connector is the lower between the withdrawal-side design strength (R 1V,d) and the instability design strength (R 2V,d).

kmod RV,d = min

R1V,k kmod γM R2V,k γM1

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

(3) The assembly height (m) applies in the event of symmetrical installation of the flush connectors (Sg HT = Sg NT ) above the elements. In the case of asymmetric installation, it is necessary to provide for installation of the connectors on the main beam side with the head buried so as to guarantee the effective lengths (Sg HT, Sg NT ) indicated in the table. (4) The thread axial resistance to withdrawal has been evaluated considering an effective thread length equal to Sg. The connectors must be inserted at 45° with respect to the shear plane.

STRUCTURES | VGZ | 149

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

SHEAR CONNECTION WITH CROSSED CONNECTORS RIGHT-ANGLE JOINT - MAIN BEAM/SECONDARY BEAM d1

S g HT(1)

S g NT (1)

BHT,min

HHT,min = hNT,min

bNT,min

[mm]

225( * )

250

275( * )

300

100

125

325( * )

350

148

160

145

148

160

105

115

125

130

140

245

250

265

11 375( * )

400

450

500

550

600 ( * ) VGS

173

185

210

235

260

285

173

185

210

235

260

285

150

160

175

195

210

230

285

300

335

370

405

445

no. pairs

R1V,k (2)

R2V,k(2)

m(3) [mm]

[kN]

withdrawal(4)

instability

9,8

29,2

105

160

18,3

54,4

215

26,5

78,4

105

14,7

29,2

160

27,5

54,4

215

39,8

78,4

105

19,6

29,2

160

36,7

54,4

215

53,0

78,4

105

24,6

29,2

160

45,8

54,4

215

66,3

78,4

105

29,0

29,2

160

54,1

54,4

215

78,2

78,4

105

31,4

29,2

160

58,6

54,4

215

84,9

78,4

105

33,9

29,2

160

63,2

54,4

215

91,5

78,4

105

36,3

29,2

160

67,8

54,4

215

98,1

78,4

105

41,3

29,2

160

77,0

54,4

215

111,4

78,4

105

46,2

29,2

160

86,1

54,4

215

124,6

78,4

105

51,1

29,2

160

95,3

54,4

215

137,9

78,4

105

53,7

29,2

160

100,3

54,4

215

145,1

78,4

118

120

129

137

146

164

182

199

217

connectors, see page 186.

(4) The thread axial resistance to withdrawal has been evaluated considering an effective thread length equal to Sg. The connectors must be inserted at 45° with respect to the shear plane.

drawal-side design strength (R 1V,d) and the instability design strength (R 2V,d).

kmod RV,d = min

R1V,k kmod γM R2V,k γM1

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

150 | VGZ | STRUCTURES

GENERAL PRINCIPLES: • Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Dimensioning and verification of the timber elements must be carried out separately. • For different calculation configurations, the MyProject software is available (www.rothoblaas.com).

MINIMUM DISTANCES FOR CROSS SCREWS SCREWS INSERTED WITH AND WITHOUT PRE-DRILLING HOLE d1

[mm]

5,3

5,6

a2,CG

[mm]

4∙d

21( * )

aCROSS

[mm]

1.5∙d

[mm]

3,5∙d

( * ) 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 a2,CG can be taken equal to 3∙d1 . PRE-DRILLING HOLE DIAMETER d1

[mm]

5,3

5,6

dV (pre-drill)

[mm]

3,5

4,0

5,0

6,0

Valid for softwood - maximum density 440 kg/m3.

SHEAR CONNECTION WITH CROSSED CONNECTORS - 1 PAIR m 90°

45°

a2,CG

hNT

HHT

aCROSS

bNT

a2,CG

90° BHT

BHT section

plan

SHEAR CONNECTION WITH CROSSED CONNECTORS - 2 OR MORE PAIRS m

m N

90° a2,CG

45°

aCROSS

hNT

HHT

bNT

aCROSS a2,CG

90° BHT

BHT section

plan

STRUCTURES | VGZ | 151

CALCULATION EXAMPLE: MAIN/SECONDARY BEAM CONNECTION WITH VGZ CROSS SCREWS

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

CALCULATION REPORT

152 | VGZ | STRUCTURES

MINIMUM DISTANCES FOR SHEAR AND AXIAL LOADS | CLT

[mm]

a3,t

[mm]

a3,c

[mm]

a4,t a4,c

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

lateral face(1)

narrow face(2)

4∙d

2.5∙d

10∙d

110

4∙d

6∙d

12∙d

108

132

7∙d

[mm]

6∙d

[mm]

2.5∙d

6∙d

3∙d

d = nominal screw diameter

a4,c

a4,t α

F α a3,c

a3,t

a2 a2

a3,c a4,c

a3,t

a4,c

tCLT

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.

(1) Minimum CLT thickness t

min = 10∙d (2) Minimum CLT thickness t min = 10∙d and minimum screw pull-through depth tpen = 10∙d

STRUCTURES | VGZ | 153

MINIMUM DISTANCES FOR SHEAR LOADS | LVL

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE [mm]

[mm]

7∙d

a3,t

[mm]

20∙d

106

112

140

180

220

15∙d

105

135

165

a3,c

[mm]

15∙d

105

135

165

15∙d

105

135

165

a4,t

[mm]

7∙d

12∙d

108

132

a4,c

[mm]

7∙d

15∙d

5,3

5,6

105

135

165

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

7∙d

5,3

5,6

d = nominal screw diameter

a4,c

a4,t α

F α a1

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).

154 | VGZ | STRUCTURES

a2 a2 F a1

MINIMUM DISTANCES FOR AXIAL STRESSES | LVL

[mm]

a1,CG a2,CG

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

wide face

edge face(1)

5∙d

10∙d

5∙d

[mm]

10∙d

12∙d

108

[mm]

4∙d

3∙d

d = nominal screw diameter

SCREWS INSERTED WITH α = 90° ANGLE WITH RESPECT TO THE GRAIN (wide face)

a2,CG

a1,CG

a2,CG

a2 a2,CG

SCREWS INSERTED WITH α = 90° ANGLE WITH RESPECT TO THE GRAIN (edge face)

a1,CG

plan a1,CG

a1,CG

plan

a1,CG

front

SCREWS INSERTED WITH α ANGLE WITH RESPECT TO THE GRAIN (wide face) l a2,CG

front

a2,CG

a2 a1,CG

a1,CG

plan

front

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 LVL panels.

(1) Minimum LVL thickness t min = 45 mm (d = 7 mm) or tmin = 57 mm (d = 9 mm). Minumum LVL height hmin = 100 mm (d = 7 mm) or tmin = 120 mm (d = 9 mm).

STRUCTURES | VGZ | 155

STATIC VALUES | CLT TENSION(1) total thread withdrawal(2) lateral face

geometry

total thread withdrawal(3) narrow face

partial thread withdrawal(2) lateral face

steel tension

A d1

d1 [mm]

L [mm]

b [mm]

A min [mm]

timber Rax,k [kN]

Sg [mm]

timber Rax,k [kN]

Sg [mm]

A min [mm]

timber Rax,k [kN] 2,05

5,73

4,34

100

110

7,37

5,44

2,87

120

110

130

9,01

110

6,52

3,69

140

130

150

10,65

130

7,58

4,50

160

150

170

12,29

150

8,62

5,32

180

170

190

13,92

170

9,65

6,14

200

190

210

15,56

190

10,67

105

6,96

220

210

230

17,20

210

11,67

115

7,78 8,60

240

230

250

18,84

230

12,67

105

125

260

250

270

20,48

250

13,65

115

135

9,42

280

270

290

22,11

270

14,63

125

145

10,24

300

290

310

23,75

290

15,61

135

155

11,06

340

330

350

27,03

330

17,53

155

175

12,69

380

370

390

30,30

370

19,43

175

195

14,33

160

150

170

15,80

150

10,54

6,84

180

170

190

17,90

170

11,80

7,90

200

190

210

20,01

190

13,04

105

8,95

220

210

230

22,11

210

14,27

115

10,00

240

230

250

24,22

230

15,49

105

125

11,06

260

250

270

26,33

250

16,69

115

135

12,11

280

270

290

28,43

270

17,89

125

145

13,16

300

290

310

30,54

290

19,08

135

155

14,22

320

310

330

32,64

310

20,26

145

165

15,27

340

330

350

34,75

330

21,43

155

175

16,32

360

350

370

36,86

350

22,60

165

185

17,37

380

370

390

38,96

370

23,76

175

195

18,43

400

390

410

41,07

390

24,91

185

205

19,48

440

430

450

45,28

430

27,20

205

225

21,59

480

470

490

49,49

470

29,47

225

245

23,69

520

510

530

53,70

510

31,71

245

265

25,80

250

240

260

30,89

240

18,89

110

130

14,16

300

290

310

37,32

290

22,40

135

155

17,37

350

340

360

43,76

340

25,85

160

180

20,59

400

390

410

50,19

390

29,25

185

205

23,81

450

440

460

56,63

440

32,60

210

230

27,03

500

490

510

63,06

490

35,92

235

255

30,24

550

540

560

69,50

540

39,20

260

280

33,46

600

590

610

75,93

590

42,45

285

305

36,68

steel Rtens,k [kN]

15,40

25,40

38,00

NOTES: (1) The connector design resistance is the lowest between the timber side de-

sign resistance and the steel side resistance.

Rax,d = min

Rax,k kkmod mod γM Rtens,k γM2

RV,d = min

R1V,k kmod γM R2V,k γM1

(2) The axial resistance of the thread to withdrawal was calculated considering

a 90° angle between the fibres and the connector and for a effective thread length of b or Sg.

For intermediate values of Sg it is possible to linearly interpolate.

156 | VGZ | STRUCTURES

(3) The axial thread withdrawal resistance is valid for minimum thickness of the

element of tmin = 10∙d and minimum screw pull-through depth tpen = 10∙d. (4) The characteristic shear strength is independent from the direction of the grain of the CLT panels outer layer. (5) The axial resistance of the thread withdrawal in the lateral face of the CLT

panel was calculated considering always a 45° angle between the fibres and the connector and for an effective thread length of Sg as it is impossible to define in advance the thickness and orientation of each layer.

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

SLIDING(5)

CLT - CLT(4) lateral face

CLT - CLT(4) lateral face - narrow face

R1V,k(1) [kN]

R2V,k(1) [kN]

withdrawal

instability

2,4

13,3

3,3

13,3

4,1

13,3

2,5

4,9

13,3

2,9

5,7

13,3

3,3

6,5

13,3

3,7

7,3

13,3 13,3

Sg [mm]

A min [mm]

RV,k [kN]

Sg [mm]

A min [mm]

RV,k [kN]

Sg [mm]

A min [mm]

RV,k [kN]

Sg [mm]

A min [mm]

2,02

1,32

1,2

2,49

1,74

1,6

2,97

2,01

2,1

3,18

2,30

3,38

2,60

3,59

2,80

100

3,79

100

2,94

110

4,00

110

3,07

4,0

8,1

105

120

4,10

105

120

3,21

105

4,4

105

8,8

13,3

115

130

4,10

115

130

3,29

115

4,8

115

9,6

13,3

125

140

4,10

125

140

3,29

125

100

5,2

125

100

10,3

13,3

135

150

4,10

135

150

3,29

135

110

5,5

135

110

11,1

13,3

155

170

4,10

155

170

3,29

155

125

6,3

155

125

12,6

13,3

175

190

4,10

175

190

3,29

175

140

7,0

175

140

14,0

13,3

4,81

3,24

3,5

7,0

22,4 22,4

5,07

3,59

4,0

8,0

100

5,34

100

3,94

4,5

8,9

22,4

110

5,60

110

4,19

4,9

9,9

22,4

105

120

5,86

105

120

4,35

105

5,4

105

10,8

22,4

115

130

6,13

115

130

4,52

115

5,9

115

11,7

22,4

125

140

6,20

125

140

4,68

125

105

6,3

125

105

12,7

22,4

135

150

6,20

135

150

4,84

135

110

6,8

135

110

13,6

22,4

145

160

6,20

145

160

4,88

145

115

7,2

145

115

14,5

22,4

155

170

6,20

155

170

4,88

155

125

7,7

155

125

15,4

22,4

165

180

6,20

165

180

4,88

165

130

8,1

165

130

16,2

22,4

175

190

6,20

175

190

4,88

175

140

8,6

175

140

17,1

22,4

185

200

6,20

185

200

4,88

185

145

9,0

185

145

18,0

22,4

205

220

6,20

205

220

4,88

205

160

9,9

205

160

19,7

22,4

225

240

6,20

225

240

4,88

225

175

10,7

225

175

21,5

22,4

245

260

6,20

245

260

4,88

245

190

11,6

245

190

23,2

22,4

110

125

7,86

110

125

5,69

110

6,6

110

13,2

28,5 28,5

135

150

8,64

135

150

6,17

135

115

8,0

135

115

15,9

160

175

8,64

160

175

6,63

160

130

9,3

160

130

18,6

28,5

185

200

8,64

185

200

6,71

185

150

10,6

185

150

21,1

28,5

210

225

8,64

210

225

6,71

210

165

11,8

210

165

23,7

28,5

235

250

8,64

235

250

6,71

235

185

13,1

235

185

26,2

28,5

260

275

8,64

260

275

6,71

260

200

14,4

260

200

28,7

28,5

285

300

8,64

285

300

6,71

285

220

15,6

285

220

31,2

28,5

GENERAL PRINCIPLES: • Characteristic values comply with the EN 1995:2014 standard and national specification ÖNORM EN 1995 - Annex K in accordance with ETA-11/0030.

• For the calculation process a mass density ρk = 350 kg/m3 has been considered for CLT elements.

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

• Dimensioning and verification of the timber elements must be carried out separately.

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.

• 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 withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane. • The screws must be positioned in accordance with the minimum distances.

STRUCTURES | VGZ | 157

STATIC VALUES | LVL SLIDING(1) LVL - LVL flat

geometry

A L

45°

B d1

d1 [mm]

L [mm] 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

Sg [mm] 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

A min [mm] 30 40 45 55 60 65 75 80 90 95 100 110 125 140 60 70 75 80 90 95 105 110 115 125 130 140 145 160 175 190

Bmin [mm] 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

LVL RV,k [kN] 1,44 2,01 2,59 3,16 3,74 4,31 4,89 5,46 6,04 6,61 7,19 7,76 8,91 10,06 4,80 5,54 6,28 7,02 7,76 8,50 9,24 9,98 10,72 11,46 12,20 12,93 13,67 15,15 16,63 17,96

steel Rtens,k 45°(5)

[kN]

10,89

17,96

NOTES: (1) The design sliding strength of the joint is either the timber-side design

strength (RV,d) and the steel design strength (Rtens,d 45°), whichever is lower.

RV,d = min

RV,k kmod γM Rtens,k 45° γM2

(2) The connector design resistance is the lowest between the timber side de-

sign resistance (Rax,d) and the steel side resistance (Rtens,d).

Rax,d = min

Rax,k kmod γM Rtens,k γM2

158 | VGZ | STRUCTURES

(3) The axial thread withdrawal resistance R ax,90,flat,k was calculated con-

sidering a 90° angle between the grain and the connector and for a fixing length of b in applications with both parallel and cross grain LVL.

(4) The axial thread withdrawal resistance R ax,90,edge,k was calculated con-

sidering a 90° angle between the grain and the connector and for a fixing length of b in applications with parallel grain LVL. Minimum height LVL hMIN= 100 mm for VGZ connectors Ø7 and hMIN = 120 mm for VGZ connectors Ø9.

(5) The connector tensile strength was calculated considering a 45° angle be-

tween the fibres and the connector

CHARACTERISTIC VALUES EN 1995:2014 TENSION(2) total thread withdrawal(3) flat

partial thread withdrawal(3) flat

thread withdrawal(4) edge

steel tension

t Sg

b [mm] 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

A min [mm] 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

LVL Rax,k [kN] 7,11 9,15 11,18 13,21 15,24 17,28 19,31 21,34 23,37 25,41 27,44 29,47 33,54 37,60 19,60 22,21 24,83 27,44 30,05 32,67 35,28 37,89 40,51 43,12 45,73 48,35 50,96 56,18 61,41 66,64

Sg [mm] 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

A min [mm] 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

LVL Rax,k [kN] 2,54 3,56 4,57 5,59 6,61 7,62 8,64 9,65 10,67 11,69 12,70 13,72 15,75 17,78 8,49 9,80 11,11 12,41 13,72 15,03 16,33 17,64 18,95 20,25 21,56 22,87 24,17 26,79 29,40 32,01

Sg [mm] 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

tmin

[mm] 45 45 45 45 45 45 45 45 45 45 45 45 45 45 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57

LVL Rax,k [kN] 4,74 6,10 7,45 8,81 10,16 11,52 12,87 14,23 15,58 16,94 18,29 19,65 22,36 25,07 13,07 14,81 16,55 18,29 20,03 21,78 23,52 25,26 27,00 28,75 30,49 32,23 33,97 37,46 40,94 44,43

steel Rtens,k [kN]

15,40

25,4

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

• For the calculation process a mass density equal to ρk = 480 kg/m3 has been considered for softwood LVL elements.

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

• Dimensioning and verification of the timber elements must be carried out separately.

Rk kmod Rd = γM

• The withdrawal and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

STRUCTURES | VGZ | 159

CALCULATION EXAMPLES: REINFORCEMENT OF NOTCHED BEAM WITH TRACTION PERPENDICULAR B-B

PROJECT DATA B = 200 mm

GL24h Glulam (ρk = 385 kg/m3)

H = 400 mm

Fv,Rd = 29,5 kN

Hef = 200 mm

Service class = 1

Hi = H - Hef = 200

Load duration = medium

ia = 0 (notch slope)

L a = 150 mm

A-A a2,c a2

a2,c B-B Hef

A-A

Sg sup

H Sg inf

H-Hef Fv,Rd La

a1,c

SHEAR STRESS VERIFICATION - BEAM WITHOUT REINFORCEMENT - Section A-A (EN 1995:2014) : τd ≤ kv ∙ fv,d

τd =

1,5 Fv,Rd B Hef

α=

La 2

α=

Hef H

x = τd

1 kV = min

1,1 iα1,5 1+ H

α (1-α) + 0,8 x H

= 1,65 N/mm2

= 75 mm

= 0,5

= 6,50 (GL24h)

= 0,47

fv,k = 3,50 N/mm2

1 -α2 α

EN 1995:2014

Italy - NTC 2018

kmod = 0,9

γM = 1,25

γM = 1,45

fv,d = 2,52 N/mm2 kv ∙ fv,d = 1,18 N/mm2

fv,d = 2,17 N/mm2 kv ∙ fv,d = 1,02 N/mm2

τd ≤ kv ∙ fv,d

1,65 > 1,18 N/mm2

τd ≤ kv ∙ fv,d

1,65 > 1,02 N/mm2

verification not passed

REQUIRES REINFORCEMENT

SHEAR STRESS VERIFICATION - Section B-B (EN 1995:2014) : τd ≤ fv,d

τd =

1,5 Fv,Rd B Hef

α=

EN 1995:2014

τd

= 1,65 N/mm2

Italy - NTC 2018

τd ≤ fv,d

1,65 < 2,52 N/mm2

τd ≤ fv,d

1,65 < 2,17 N/mm2

verification passed

REINFORCEMENT Section A-A - CALCULATION OF TRACTION STRESS PERPENDICULAR TO THE FIBRES (DIN 1052:2008)

Ft,90,d = 1,3 Fv,Rd [ 3 (1-α)2 - 2 (1-α)3]

Ft,90,d = 19,18 kN

REINFORCEMENT CONNECTOR SELECTION VGZ 9 x 360 mm

To optimise the resistance, the connector is placed with the centre of gravity in correspondence

S g sup = 165 mm

with the possible crack line.

S g inf = 165 mm

160 | VGZ | STRUCTURES

CONNECTOR TENSILE STRENGTH CALCULATION (EN 1995:2014 and ETA-11/0030)

Rax,α,Rk kmod γm Rtens,k γm2

Rax,Rd = min

Rax,α,Rx = nef 11,7 d1 Sg kax

ρk

0,8

Rax,90°,Rk = 18,75 kN Rtens,k = 25,40 kN

350

The tensile strength of the connectors calculated here is shown in the table on p.144. The minimum distances for placement of the connectors are found in the table on p.143. Italy - NTC 2018

EN 1995:2014 kmod = 0,9

kmod = 0,9

γM = 1,3

γM = 1,5

γM2 = 1,25

Rax,90°Rd = 12,98 kN

Rax,90°Rd = 11,25 kN

Rtens,d = 20,32 kN

Rki,d = 20,32 kN

Rax,Rd = 12,98 kN

Rax,Rd = 11,25 kN

MINIMUM NUMBER OF CONNECTORS Ft,90,d/Rax,Rd = 1,48 2 connectors are hypothesized

Ft,90,d/Rax,Rd = 1,70 nef,ax

= max (20,9;0,9∙2)= 1,87

FASTENER RESISTANCE TO PERPENDICULAR TENSION Rax,Rd = 1,87 ∙ 12,98 = 24,27 kN

19,18 kN OK

Rax,Rd = 1,87 ∙ 11,25 = 21,04 kN

19,18 kN OK

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

EXAMPLE OF JOINTS THAT REQUIRE VERIFICATION OF PERPENDICULAR TENSION AND POSSIBLE REINFORCEMENT

ia=0

ia>0

STRUCTURES | VGZ | 161

VGZ EVO FRAME

1002

CERTIFIED

C4 COATING

BIT INCLUDED

COATING

ETA-11/0030

MINI FULL THREADED SCREW WITH CYLINDRICAL HEAD TIMBER FRAME Ideal for joining small timber elements such as the crossbeams and uprights of light frame structures. Reduced minimum distances.

STRUCTURAL APPLICATIONS Approved for structural applications subject to stresses in any direction vs. the grain (α = 0° - 90°). Safety certified by numerous tests carried out for any direction of insertion.

LUMBER The cylindrical head is ideal for concealed joints. Deep thread and high resistance steel (fy,k = 1000 N/mm2) for excellent tensile performance.

CHARACTERISTICS FOCUS

fastener for narrow sections

HEAD

cylindrical, countersunk

DIAMETER

5,3 | 5,6 mm

LENGTH

from 80 to 160 mm

MATERIAL Carbon steel, with a 20 μm coating, highly resistant to corrosion.

FIELDS OF USE • timber based panels • solid timber and glulam • CLT, LVL • high density woods • aggressive woods (containing tannin) • chemically treated woods Service classes 1, 2 and 3.

162 | VGZ EVO FRAME | STRUCTURES

TRUSS, RAFTER Ideal for fastening elements with small cross-sections. Certified for application parallel to the grain and with reduced minimum distances. Certified for outdoor use (Service class 3).

TIMBER STUD Values also tested, certified and calculated for CLT and high density woods such as Microllam® LVL. Ideal for fastening I-Joist beams.

STRUCTURES | VGZ EVO FRAME | 163

Fastening the crossbeams of light frame structures.

Fastening the uprights of light frame structures.

GEOMETRY AND MECHANICAL CHARACTERISTICS

Z V

d2 d1

b L

Nominal diameter

[mm]

5,3

5,6

Head diameter

[mm]

8,00

Tip diameter

[mm]

3,60

3,80

[mm]

3,5

My,k

[Nm]

9,2

10,6

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

11,0

12,3

Characteristic yield strength

fy,k

[N/mm2]

1000

Pre-drilling hole

diameter(1)

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

(1)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3. For applications with different materials or with high density please see ETA-11/0030. (2)

164 | VGZ EVO FRAME | STRUCTURES

CODES AND DIMENSIONS d1

CODE

[mm] [in] 5,3 0.21 TX 25 5,6 0.23 TX 25

pcs

[mm]

[in]

[mm]

VGZEVO580

3 1/8

VGZEVO5100

100

VGZEVO5120

120

4 3/4

110

VGZEVO5140

140

5 1/2

130

VGZEVO5160

160

6 1/4

150

MINIMUM DISTANCES FOR SHEAR LOADS (1)

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

[mm]

5∙d

SCREWS INSERTED WITH PRE-DRILLING HOLE

5,3

5,6

4∙d

7∙d

3∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5,3

5,6

5,3

5,6

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5,3

5,6

[mm]

5∙d

a3,t

[mm]

15∙d

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

10∙d

a4,c

[mm]

5∙d

12∙d

5∙d

d = 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: (1) The minimum distances are in accordance with EN 1995:2014 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 minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

STRUCTURES | VGZ EVO FRAME | 165

EFFECTIVE THREAD USED IN CALCULATION 10

Tol.

b = 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

b L

The timber to timber withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

MINIMUM DISTANCES FOR AXIAL STRESSES (2)

SCREWS INSERTED WITH AND WITHOUT PRE-DRILLING HOLE d1

[mm]

5,3

5,6

5∙d

a2,LIM(3) [mm]

2.5∙d

a1,CG

[mm]

10∙d

a2,CG

[mm]

4∙d

aCROSS

[mm]

1.5∙d

d = nominal screw diameter 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

front

SCREWS INSERTED WITH α = 90° ANGLE WITH RESPECT TO THE GRAIN a2,CG a2 a2,CG a1,CG

a1 a1,CG

plan

front

NOTES: (2) The minimum distances for connectors stressed axially 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.

166 | VGZ EVO FRAME | STRUCTURES

(3) The axial distance a can be reduced down to 2,5 d if for each connector a 2 1 “joint surface” a1∙a2 = 25∙d1 2 is maintained.

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 TENSION(1) total thread withdrawal(2)

geometry

partial thread withdrawal(2)

steel tension

estrazione estrazione filetto filetto parziale parziale

timber d1

A min

[mm]

80 100 120 140 160

70 90 110 130 150

5,3 5,6

timber

steel

Rax,k

Rtens,k

[mm]

[kN]

45 55 65 75 85

1,79 2,51 3,23 4,17 4,93

Rax,k

A min

[mm]

[kN]

[mm]

90 110 130 150 170

5,02 6,46 7,89 9,86 11,37

25 35 45 55 65

geometry

12,3

SHEAR

SLIDING

timber-to-timber

timber-to-timber(3)

11,0

45°

L B

Sg d1

A min

RV,k

A min

Bmin

[mm]

[kN]

[mm]

[kN]

80 100 120 140 160

25 35 45 55 65

40 50 60 70 80

1,77 2,25 2,45 2,84 3,03

30 40 45 50 60

50 55 60 70 75

1,27 1,78 2,28 2,95 3,48

5,3 5,6

RV,k

NOTES:

GENERAL PRINCIPLES:

(1) The connector design resistance is the lowest between the timber side de-

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

sign resistance (Rax,d) and the steel side resistance (Rtens,d).

Rax,d = min

Rax,k kmod γM Rtens,k γM2

(2) The axial resistance of the thread to withdrawal was calculated considering

a 90° angle between the fibres and the connector and for a effective thread length of b or Sg.

For intermediate values of Sg it is possible to linearly interpolate.

(3) The axial resistance of the thread withdrawal was calculated considering a

45° angle between the fibres and the connector and for an effective thread length of Sg.

• 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. • For the calculation process a timber characteristic density ρk = 420 kg/m3 has been considered. • Dimensioning and verification of the timber elements must be carried out 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 withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

STRUCTURES | VGZ EVO FRAME | 167

CEILING-TO-WALL JOINTS: STRESSES ALONG THE AXIS

Roofing beams

Framed wall crossbeam

Framed panel platform beam

Framed wall upright

04 01

Foundation plate

04 Joining of crossbeam-main rafter with inclined connector

Joining of upright platform beam with single inclined connector

05 Joining of upright platform beam with double inclined connector

Joining of crossbeam-main rafter with double inclined connector inserted from side

Joining of upright platform beam with double crossed connectors

168 | VGZ EVO FRAME | STRUCTURES

Joining of crossbeam-principle rafter with double inclined connector inserted from front

CEILING-TO-WALL JOINTS: OFF AXIS STRESSES

Roofing beams

Framed wall crossbeam

Framed panel platform beam

Framed wall upright

Floor with I-Joist beams

Framed wall crossbeam 09

10 Joining of upright-crossbeam with single inclined connector

Joining of upright-crossbeam with single inclined connector

11 Joining of crossbeam-sill plate with single inclined connector

Joining of crossbeam-main rafter with double vertical connector

09 Joining of upright-crossbeam with single inclined connector

STRUCTURES | VGZ EVO FRAME | 169

VGZ EVO

1002

CERTIFIED

AC233 | AC257 ESR-4645

C4 COATING

BIT INCLUDED

COATING

ETA-11/0030

FULL THREADED SCREW WITH CYLINDRICAL HEAD C4 EVO COATING 20 μm multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure, as per ISO 9227. Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

AGGRESSIVE WOODS Ideal for applications with woods containing tannin or treated with impregnating agents or other chemical processes.

TENSION Deep thread and high resistance steel (fy,k = 1000 N/mm2) for excellent tensile performance.

STRUCTURAL APPLICATIONS Approved for structural applications subject to stresses in any direction vs. the grain (α = 0° - 90°). Reduced minimum distances.

CHARACTERISTICS FOCUS

corrosiveness class C4

HEAD

cylindrical, countersunk

DIAMETER

5,3 | 5,6 | 7,0 | 9,0 mm

LENGTH

from 80 to 360 mm

MATERIAL Carbon steel, with a 20 μm coating, highly resistant to corrosion.

FIELDS OF USE • timber based panels • solid timber and glulam • CLT, LVL • high density woods • aggressive woods (containing tannin) • chemically treated woods Service classes 1, 2 and 3.

170 | VGZ EVO | STRUCTURES

HARDWOOD FRAME Ideal for the construction of outdoor structures and for fastening aggressive woods containing tannin. Values also certified for screw insertion parallel to the grain.

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

STRUCTURES | VGZ EVO | 171

Fastening Wood Trusses outdoors.

Restoration of existing timber floor using glulam beams and VGZ connectors.

GEOMETRY AND MECHANICAL CHARACTERISTICS

Z V

d2 d1

b L

Nominal diameter

[mm]

5,3

5,6

Head diameter

[mm]

8,00

Tip diameter

[mm]

3,60

[mm]

Pre-drilling hole

diameter(1)

8,00

9,50

11,50

3,80

4,60

5,90

3,5

4,0

5,0

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

My,k

[Nm]

9,2

10,6

14,2

27,2

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

11,0

12,3

15,4

25,4

Characteristic yield strength

fy,k

[N/mm2]

1000

(1)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3. For applications with different materials or with high density please see ETA-11/0030. (2)

172 | VGZ EVO | STRUCTURES

CODES AND DIMENSIONS d1

CODE

[mm] [in]

pcs

[mm]

[in]

[mm]

VGZEVO580

3 1/8

5,3 0.21 TX 25

VGZEVO5100

100

VGZEVO5120

120

4 3/4

110

5,6 0.23 TX 25

VGZEVO5140

140

5 1/2

130

VGZEVO5160

160

6 1/4

150

VGZEVO7140

140

5 1/2

130

7 0.28 TX 30

CODE

[mm] [in]

VGZEVO7180

180

7 1/8

170

VGZEVO7220

220

8 5/8

210

VGZEVO7260

260

10 1/4

250

VGZEVO7300

300

11 3/4

290

pcs

[in]

[mm]

200

190

VGZEVO9240

240

9 1/2

230

VGZEVO9280

280

270

VGZEVO9320

320

12 5/8

310

VGZEVO9360

360

14 1/4

350

VGZEVO9200 9 0.36 TX 40

[mm]

MINIMUM DISTANCES FOR SHEAR LOADS (1)

For the table Minimum distances for axial stresses, see page 143

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

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

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

SCREWS INSERTED WITH PRE-DRILLING HOLE 5,3 5,6 7 9 5∙d 27 28 35 45 3∙d 16 17 21 27 12∙d 64 67 84 108 7∙d 37 39 49 63 3∙d 16 17 21 27 3∙d 16 17 21 27

SCREWS INSERTED WITH PRE-DRILLING HOLE 5,3 5,6 7 9 4∙d 21 22 28 36 4∙d 21 22 28 36 7∙d 37 39 49 63 7∙d 37 39 49 63 7∙d 37 39 49 63 3∙d 16 17 21 27

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

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

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5,3 5,6 7 9 12∙d 64 67 84 108 5∙d 27 28 35 45 15∙d 80 84 105 135 10∙d 53 56 70 90 5∙d 27 28 35 45 5∙d 27 28 35 45

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5,3 5,6 7 9 5∙d 27 28 35 45 5∙d 27 28 35 45 10∙d 53 56 70 90 10∙d 53 56 70 90 10∙d 53 56 70 90 5∙d 27 28 35 45

d = 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: (1) The minimum distances are in accordance with EN 1995:2014 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 minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

STRUCTURES | VGZ EVO | 173

EFFECTIVE THREAD USED IN CALCULATION 10

Tol.

b = 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

b L

The timber to timber withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 TENSION(1) total thread withdrawal(2)

geometry

partial thread withdrawal(2)

steel tension

estrazione estrazione filetto filetto parziale parziale

timber

steel

A min

timber Rax,k

A min

Rax,k

Rtens,k

[mm]

[kN]

[mm]

[kN]

5,02

1,79

5,3

100

110

6,46

2,51

5,6

120

110

130

7,89

3,23

140

130

150

9,86

4,17

160

150

170

11,37

4,93

140

130

150

12,32

5,21

180

170

190

16,11

7,11

220

210

230

19,90

115

9,00

260

250

270

23,69

115

135

10,90

300

290

310

27,48

135

155

12,79

200

190

210

23,15

105

10,36

240

230

250

28,02

105

125

12,79

280

270

290

32,90

125

145

15,23

320

310

330

37,77

145

165

17,67

360

350

370

42,64

165

185

20,10

11,0

12,3

15,4

25,4

NOTES: (1) The connector design resistance is the lowest between the timber side de-

(2) The axial resistance of the thread to withdrawal was calculated considering

sign resistance (Rax,d) and the steel side resistance (Rtens,d).

Rax,d = min

Rax,k kmod γM Rtens,k γM2

174 | VGZ EVO | STRUCTURES

a 90° angle between the fibres and the connector and for a effective thread length of b or Sg.

For intermediate values of Sg it is possible to linearly interpolate. (3) The axial resistance of the thread withdrawal was calculated considering a 45° angle between the fibres and the connector and for an effective thread length of Sg.

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

geometry

SHEAR

SLIDING

timber-to-timber

timber-to-timber(3)

45°

L B

Sg d1

A min

RV,k

A min

Bmin

RV,k

[mm]

[kN]

[mm]

[kN]

1,77

1,27

5,3

100

2,25

1,78

5,6

120

2,45

2,28

140

2,84

2,95

160

3,03

3,48

140

3,55

3,69

180

4,02

5,03

220

110

4,49

100

6,37

260

115

130

4,49

110

7,71

300

135

150

4,49

110

125

9,05

200

100

5,99

7,32

240

105

120

6,60

105

9,05

280

125

140

6,80

105

120

10,77

320

145

160

6,80

115

135

12,49

360

165

180

6,80

130

145

14,21

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

• For the calculation process a timber characteristic density ρk = 420 kg/m3 has been considered.

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

• Dimensioning and verification of the timber elements must be carried out 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 withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

STRUCTURES | VGZ EVO | 175

VGZ HARDWOOD

BIT INCLUDED

ETA-11/0030

FULLY THREADED SCREW FOR HARDWOODS HARDWOOD CERTIFICATION Special tip with diamond geometry and notched, serrated thread. ETA-11/0030 certification for use with high density timber without any pre-drill. Approved for structural applications subject to stresses in any direction vs. the grain (α = 0° - 90°).

TENSION Deep thread and high resistance steel (fy,k = 1000 N/mm2) for excellent tensile performance. Inner tip diameter increased to ensure tightening in the highest density woods. Excellent twisting moment values.

CYLINDRICAL HEAD Ideal for concealed joints, timber couplings and structural reinforcements. Guarantees fire protection and earthquake suitability.

CHARACTERISTICS FOCUS

fastener for hardwood

HEAD

cylindrical, countersunk

DIAMETER

7,0 | 9,0 mm

LENGTH

from 140 to 320 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • • • • •

timber based panels Solid timber and glulam CLT, LVL high density woods beech, oak, cypress, ash, eucalyptus, bamboo Service classes 1 and 2.

176 | VGZ HARDWOOD | STRUCTURES

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.

STRUCTURES | VGZ HARDWOOD | 177

GEOMETRY AND MECHANICAL CHARACTERISTICS

dS d2 d1

b L

Nominal diameter eq.

d1 eq.

[mm]

Nominal diameter

[mm]

Head diameter

[mm]

9,50

11,50

Tip diameter

[mm]

4,50

5,90

[mm]

4,0

6,0

Pre-drilling hole

diameter(1)

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

My,k

[Nm]

15,8

33,4

fax,k

[N/mm2]

42,0

Associated density

ρa

[kg/m3]

730

Characteristic withdrawal-resistance parameter(3)

fax,k

[N/mm2]

22,0

Associated density

ρa

[kg/m3]

530

Characteristic tensile strength

ftens,k

[kN]

18,0

32,0

(1)

Pre-drilling valid for hardwood and beech LVL. A suitable pilot hole must be drilled for the insertion of some connectors in beech LVL. For further details please see ETA-11/0030. (2) Valid for beech or FST LVL - maximum density 750 kg/m3 . (3) Valid for hardwood (oak, beech) - maximum density 590 kg/m3 . For applications with different materials please see ETA-11/0030.

CODES AND DIMENSIONS d1 eq.

CODE

[mm] [in] VGZH7140 7 0.28 TX 30

[mm]

[in]

[mm]

[in]

[mm]

0.24

140

5 1/2

130

pcs 25

VGZH7180

0.24

180

7 1/8

170

VGZH7220

0.24

220

8 5/8

210

VGZH7260

0.24

260

10 1/4

250

d1 eq. = nominal diameter equivalent to a screw with the same dS NOTES: upon request, EVO version is available.

178 | VGZ HARDWOOD | STRUCTURES

d1 eq.

CODE

[mm] [in] 9 0.36 TX 40

pcs

[mm]

[in]

[mm]

[in]

[mm]

VGZH9200

0.32

200

190

VGZH9240

0.32

240

9 1/2

230

VGZH9280

0.32

280

270

VGZH9320

0.32

320

12 5/8

310

EFFECTIVE THREAD USED IN CALCULATION 10

Tol.

b = 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

b L

The timber to timber withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

MINIMUM DISTANCES FOR AXIAL STRESSES (1)

SCREWS INSERTED WITH AND WITHOUT PRE-DRILLING HOLE d1 eq.

[mm]

d1 a1

[mm] [mm]

a2 a2,LIM(2)

5∙d1

[mm]

5∙d1

[mm]

2.5∙d1

a1,CG

[mm]

10∙d1

a2,CG

[mm]

4∙d1

aCROSS

[mm]

1.5∙d1

d1 = nominal screw diameter 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

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

plan

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: (1)

The minimum distances for connectors stressed axially 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.

(2)

The axial distance a2 can be reduced down to 2,5 d1 if for each connector a “joint surface” a1 a2 = 25 d12 is maintained.

STRUCTURES | VGZ HARDWOOD | 179

MINIMUM DISTANCES FOR SHEAR LOADS (1)

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE

d1 eq.

[mm]

d1 a1

[mm]

5∙d1

4∙d1

[mm]

3∙d1

4∙d1

a3,t

[mm]

12∙d1

7∙d1

a3,c

[mm]

7∙d1

a4,t

[mm]

3∙d1

7∙d1

a4,c

[mm]

3∙d1

120

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

d1 eq.

[mm]

d1 a1

[mm] [mm]

[mm]

7∙d1

a3,t

[mm]

20∙d1

120

160

15∙d1

120

a3,c

[mm]

15∙d1

120

15∙d1

120

a4,t

[mm]

7∙d1

12∙d1

a4,c

[mm]

7∙d1

15∙d1

7∙d1

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: (1) The minimum distances are compliant with EN 1995:2014, accord-

ing to ETA-11/0030, considering a timber characteristic density of ρk > 420 kg/m3 and calculation diameter of d = nominal screw diameter. • The minimum spacing for all steel-to-timber connections (a1, a2) can be multiplied by a coefficient of 0,7.

180 | VGZ HARDWOOD | STRUCTURES

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

STATIC VALUES | HARDWOOD

CHARACTERISTIC VALUES EN 1995:2014 TENSION(1)

geometry

total thread withdrawal (2)

partial thread withdrawal (2)

steel tension

estrazione estrazione filetto filetto parziale parziale A

Sg L

A Sg d1

d1 eq. [mm]

d1 [mm] 6 6 6 6 8 8 8 8

L [mm] 140 180 220 260 200 240 280 320

b [mm] 130 170 210 250 190 230 270 310

timber Rax,k [kN] 17,68 23,11 28,55 33,99 34,45 41,70 48,95 56,20

A min [mm] 150 190 230 270 210 250 290 330

geometry

Sg [mm] 55 75 95 115 85 105 125 145

timber Rax,k [kN] 7,48 10,20 12,92 15,64 15,41 19,04 22,66 26,29

A min [mm] 75 95 115 135 105 125 145 165

SHEAR

SLIDING

timber-to-timber

timber-to-timber (3)

steel Rtens,k [kN] 18,00

32,00

estrazione filetto parziale

45°

L B

Sg d1

d1 eq. [mm] 7

d1 [mm] 6 6 6 6 8 8 8 8

L [mm] 140 180 220 260 200 240 280 320

Sg [mm] 55 75 95 115 85 105 125 145

A min [mm] 70 90 110 130 100 120 140 160

RV,k [kN] 4,44 5,12 5,14 5,14 7,99 8,27 8,27 8,27

A min [mm] 55 70 80 95 75 90 105 120

Bmin [mm] 70 85 100 110 90 105 120 135

RV,k [kN] 5,29 7,21 9,13 11,06 10,90 13,46 16,02 18,59

steel Rtens,k 45° [kN] 12,73

22,63

NOTES:

GENERAL PRINCIPLES:

(1) The connector design resistance is the lowest between the timber side design resistance (Rax,d) and the steel side resistance (Rtens,d).

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

Rax,d = min

Rax,k kmod γM Rtens,k γM2

(2) The axial resistance of the thread to withdrawal was calculated considering a 90° angle between the fibres and the connector and for an effective thread length of b or Sg. For intermediate values of Sg it is possible to linearly interpolate. (3) The design sliding strength of the joint is either the timber-side design strength (RV,d) or the steel design strength (Rtens,d 45°), whichever is lower.

RV,d = min

RV,k kmod γM Rtens,k 45° γM2

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

Rd =

Rk kmod γM

T he 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. • For the calculation process a mass density equal to ρk = 550 kg/m3 has been considered for hardwood (oak) elements. • Dimensioning and verification of the timber elements must be carried out separately. • The connector characteristic strength values are calculated for screws inserted without pre-drilling hole. • The withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

(4) The connector tensile strength was calculated considering a 45° angle between the fibres and the connector.

STRUCTURES | VGZ HARDWOOD | 181

MINIMUM DISTANCES FOR CROSS SCREWS SCREWS INSERTED WITH AND WITHOUT PRE-DRILLING HOLE d1 eq.

[mm]

a2,CG

[mm]

4∙d1

aCROSS

[mm]

1.5∙d1

[mm]

3.5∙d1

d1 = nominal screw diameter PRE-DRILLING HOLE DIAMETER d1 eq.

[mm]

dv (pre-drill)

[mm]

4,0

6,0

Valid for hardwood and beech LVL.

SHEAR CONNECTION WITH CROSSED CONNECTORS - 1 PAIR m 90°

45°

a2,CG

hNT

HHT

aCROSS

bNT

a2,CG

90° BHT

BHT section

plan

SHEAR CONNECTION WITH CROSSED CONNECTORS - 2 OR MORE PAIRS m

90° a2,CG

45°

aCROSS

hNT

HHT

e aCROSS a2,CG

90° BHT

BHT section

182 | VGZ HARDWOOD | STRUCTURES

plan

bNT

STATIC VALUES | HARDWOOD

CHARACTERISTIC VALUES EN 1995:2014

SHEAR CONNECTION WITH CROSSED CONNECTORS RIGHT-ANGLE JOINT - MAIN BEAM/SECONDARY BEAM d1 eq.

[mm] [mm] [mm]

140

180

S g HT(1)

S g NT (1)

[mm]

BHT min HHT min = hNT min bNT min [kN]

[mm]

110

140

7 6

220

260

200

240

115

105

115

105

110

100

170

195

155

185

9 8

280

320

125

145

125

145

115

130

210

240

R1 V,k(1)

no. pairs

[mm]

R2 V,k(2)

R3 V,k(2)

m(3) [mm]

[kN]

withdrawal (4)

instability

tension

7,7

14,0

25,5

14,4

26,1

47,5

117

20,8

37,8

68,7

14,4

14,0

25,5

26,9

26,1

47,5

117

38,9

37,8

68,4

18,3

14,0

25,5

34,1

26,1

47,5

117

49,3

37,8

68,4

22,1

14,0

25,5

41,3

26,1

47,5

117

59,7

37,8

68,4

19,2

45,5

45,3

116

35,9

85,0

84,4

156

51,9

122,9

121,6

26,9

45,5

45,3

116

50,2

85,0

84,4

156

72,7

122,9

121,6

32,0

45,5

45,3

116

59,8

85,0

84,4

156

86,5

122,9

121,6

37,2

45,5

45,3

116

69,4

85,0

84,4

156

100,4

122,9

121,6

101

115

NOTES:

GENERAL PRINCIPLES:

(1) The values given are calculated considering a distance a 1,CG ≥ 5d. In some cases the asymmetrical laying of connectors is needed (Sg HT ≠ Sg NT ). (2) T he compression design strength of the connector is the lower between

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

the withdrawal-side design strength (R 1 V,d), the instability design strength (R 2 V,d) and the tensile design strength (R3 V,d).

RV,d = min

R1V,k kmod γM R2V,k γM1 R3V,k γM2

The coefficients γM and kmod should be taken according to the current regulations used for the calculation. (3) The assembly height (m) applies in the event of symmetrical installation of

the flush connectors (Sg HT = Sg NT ) above the elements. (4) The thread axial resistance to withdrawal has been evaluated considering an effective thread length equal to Sg. The connectors must be inserted at 45° with respect to the shear plane.

STRUCTURES | VGZ HARDWOOD | 183

STATIC VALUES | BEECH LVL

CHARACTERISTIC VALUES EN 1995:2014 TENSION(1)

geometry

steel tension

total thread withdrawal(2)

L b A d1

LVL

steel

without pre-drilling hole

with pre-drilling hole

d1 eq.

A min

Rax,k

Rtens,k

[mm]

[kN]

140

130

150

32,76

22,62

180

170

190

42,84

29,58

220

210

230

52,92

36,54

260

250

270

63,00

43,50

200

190

210

63,84

44,08

240

230

250

77,28

53,36

280

270

290

90,72

62,64

320

310

330

104,16

71,92

18,00

32,00

TENSION(1) geometry

steel tension

partial thread withdrawal (2)

L b

LVL

steel

without pre-drilling hole

with pre-drilling hole

d1 eq.

A min

Rax,k

Rtens,k

[mm]

[kN]

140

130

13,86

9,57

180

170

18,90

13,05

220

210

115

23,94

16,53 20,01

260

250

115

135

28,98

200

190

105

28,56

19,72

240

230

105

125

35,28

24,36

280

270

125

145

42,00

29,00

320

310

145

165

48,72

33,64

18,00

32,00

NOTES: (1) The connector design resistance is the lowest between the timber side design resistance (Rax,d) and the steel side resistance (Rtens,d).

Rax,d = min

Rax,k kmod γM Rtens,k γM2

(2) The axial thread withdrawal resistance Rax,90,k was calculated considering a 90° angle between the grain and the connector and for a fixing length of b.

184 | VGZ HARDWOOD | STRUCTURES

(3) The design sliding strength of the joint is either the timber-side design strength (RV,d) or the steel design strength (Rtens,d 45°), whichever is lower.

RV,d = min

RV,k kmod γM Rtens,k 45° γM2

(4) The connector tensile strength was calculated considering a 45° angle between the fibres and the connector.

STATIC VALUES | BEECH LVL

CHARACTERISTIC VALUES EN 1995:2014 SLIDING(3)

geometry

LVL - LVL

45°

L b

B d1

d1 eq.

A min

Bmin

[mm]

LVL without pre-drilling with pre-drilling hole hole RV,k RV,k [kN]

[kN]

140

7,84

5,41

180

10,69

7,38

220

100

13,54

9,35

260

115

110

16,39

11,32

200

16,16

11,16

240

105

19,96

13,78

280

125

105

120

23,76

16,40

320

145

120

135

27,56

19,03

steel

Rtens,k 45° (4) [kN]

12,73

22,63

SHEAR geometry

LVL - LVL

A L b

Sg d1

LVL without pre-drilling hole

with pre-drilling hole

d1 eq.

A min

RV,k

[mm]

[kN]

140

6,77

5,78

180

6,77

6,65

220

110

6,77

260

115

130

6,77

200

100

11,13

10,50

240

105

120

11,13

280

125

140

11,13

320

145

160

11,13

GENERAL PRINCIPLES: • C haracteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030.

• For the calculation process a mass density equal to ρk = 730 kg/m3 has been considered for LVL beach elements.

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

• Dimensioning and verification of the timber elements must be carried out separately.

Rk kmod Rd = γM T he 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.

• The characteristic shear resistance values of connectors are calculated for screws inserted with and without pre-drilling hole. • A suitable pilot hole must be drilled for the insertion of some connectors. For further details please see ETA-11/0030. • The withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

STRUCTURES | VGZ HARDWOOD | 185

VGS

AC233 ESR-4645

BIT INCLUDED

FULLY THREADED SCREW WITH COUNTERSUNK OR HEXAGONAL HEAD TENSION 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 (α = 0° - 90°).

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.

CHROMIUM (VI) FREE Total absence of hexavalent chromium. Compliance with the strictest regulations governing chemical substances (SVHC). REACH information available.

9,0 | 11,0 | 13,0 mm L ≤ 600 mm

11,0 | 13,0 mm L > 600 mm

CHARACTERISTICS FOCUS

45° connections, lifting and reinforcements

HEAD

countersunk with ribs for L ≤ 600 mm hexagonal for L > 600 mm

DIAMETER

9,0 | 11,0 | 13,0 mm

LENGTH

from 100 to 1200 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL • high density woods Service classes 1 and 2.

186 | VGS | STRUCTURES

ETA-11/0030

TENSILE STRENGTH Ideal for joints requiring high tensile or sliding strength. Can be used on steel plates in combination with the VGU washer.

TITAN V Values also tested, certified and calculated for fastening standard Rothoblaas plates.

STRUCTURES | VGS | 187

Reinforcement perpendicular to the grain of a large glulam beam.

System for lifting and transport using WASP hook and VGS screw.

GEOMETRY AND MECHANICAL CHARACTERISTICS VGS Ø9 - Ø11

VGS Ø11 | L > 600 mm t1 X X

d2 d1

b L

45°

VGS Ø13 | L ≤ 600 mm

VGS Ø13 | L > 600 mm

V X

d2 d1

t1 90°

90°

b L

45°

11 [L ≤ 600 mm]

11 [L > 600 mm]

13 [L ≤ 600 mm]

13 [L > 600 mm]

[mm]

16,00

19,30

22,00

SW17

SW19

[mm]

6,50

8,20

6,40

9,40

7,50

[mm]

5,90

6,60

8,00

[mm]

5,0

6,0

8,0

My,k

[Nm]

27,2

45,9

70,9

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

350,0

Characteristic tensile strength

ftens,k

[kN]

25,4

38,0

53,0

Characteristic yield strength

fy,k

[N/mm2]

1000

Nominal diameter

[mm]

Head diameter

Wrench size

Head thickness Tip diameter Pre-drilling hole

diameter(1)

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

(1)

Pre-drilling valid for softwood. (2) Valid for softwood - maximum density 440 kg/m3 . For applications with different materials or with high density please see ETA-11/0030. For VGS Ø13 screw a Ø8x80 predrill is recommended.

188 | VGS | STRUCTURES

CODES AND DIMENSIONS d1

CODE

[mm] [in]

9 0.36 TX 40

11 0.44 TX 50

11 0.44 SW17 TX 50

pcs

CODE

[mm] [in]

[mm]

[in]

[mm]

VGS9100

100

VGS13100

VGS9120

120

4 3/4

110

VGS13150

150

140

VGS9140

140

5 1/2

130

VGS13200

200

190

VGS9160

160

6 1/4

150

VGS9180

180

7 1/8

170

VGS9200

200

190

VGS9220

220

8 5/8

210

13 0.52 TX 50

[mm]

[in]

[mm]

100

pcs 25

VGS13300

300

11 3/4

280

VGS13400

400

15 3/4

380

VGS13500

500

19 3/4

480

600

23 5/8

580

VGS9240

240

9 1/2

230

VGS13600

VGS9260

260

10 1/4

250

VGS13700

700

27 1/2

680

VGS9280

280

270

VGS13800

800

31 1/2

780

VGS9300

300

11 3/4

290

VGS9320

320

12 5/8

310

VGS9340

340

13 3/8

330

VGS9360

360

14 1/4

350

VGS9380

380

370

VGS9400

400

15 3/4

390

VGS9440

440

17 1/4

430

VGS9480

480

470

VGS9520

520

20 1/2

510

VGS11100

100

VGS11125

125

4 15/16

115

VGS11150

150

140

VGS11175

175

6 7/8

165

VGS11200

200

190

VGS11225

225

8 7/8

215

VGS11250

250

240

VGS11275

275

10 7/8

265

VGS11300

300

11 3/4

290

VGS11325

325

12 3/4

315

VGS11350

350

13 3/4

340

VGS11375

375

14 3/4

365

VGS11400

400

15 3/4

390

VGS11450

450

17 3/4

440

VGS11500

500

19 3/4

490

VGS11550

550

21 5/8

540

VGS11600

600

23 5/8

590

VGS11700

700

27 1/2

680

VGS11800

800

31 1/2

780

13 0.52 SW 19 TX 50

VGS13900

900

35 1/2

880

VGS131000

1000

39 3/8

980

VGS131100

1100

43 5/16

1080

VGS131200

1200

47 1/4

1180

VGU WASHER

CODE

screw

pcs

[mm] VGU945

VGS Ø9

VGU1145

VGS Ø11

VGU1345

VGS Ø13

WASP HOOK

CODE

screw

max. capacity

[mm]

[kg]

pcs

WASP

VGS Ø11

1300

WASPL

VGS Ø13

5000

WASP Various installation options with more types of screws for load conditions and different material.

STRUCTURES | VGS | 189

EFFECTIVE THREAD USED IN CALCULATION 10

Tol.

b = 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

b L

The timber to timber withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

MINIMUM DISTANCES FOR SHEAR LOADS (1)

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

5∙d

[mm]

3∙d

SCREWS INSERTED WITH PRE-DRILLING HOLE 9

4∙d

a3,t

[mm]

12∙d

108

132

156

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

7∙d

a4,c

[mm]

3∙d

[mm]

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 9

12∙d

108

132

156

5∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 9

5∙d

a3,t

[mm]

15∙d

135

165

195

10∙d

110

130

a3,c

[mm]

10∙d

110

130

10∙d

110

130

a4,t

[mm]

5∙d

10∙d

110

130

a4,c

[mm]

5∙d

d = 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: (1) Minimum distances are in accordance with EN 1995:2014 as per ETA-11/0030 considering a timber characteristic density ofρk ≤ 420 kg/m3.

• The minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

190 | VGS | STRUCTURES

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

MINIMUM DISTANCES FOR AXIAL STRESSES (2)

SCREWS INSERTED WITH AND WITHOUT PRE-DRILLING HOLE d1

[mm]

5∙d

[mm]

5∙d

[mm]

2.5∙d

a1,CG

[mm]

10∙d

110

130

a2,CG

[mm]

4∙d

aCROSS

[mm]

1.5∙d

a2 a2,LIM

(3)

d = nominal screw diameter

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

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

plan

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: (2) The minimum distances for connectors stressed axially 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.

(3) The axial distance a can be reduced down to 2,5 d if for each connector a 2 1 “joint surface” a1∙a2 = 25∙d1 2 is maintained.

STRUCTURES | VGS | 191

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 TENSION(1)/COMPRESSION(2) total thread withdrawal(3)

geometry

steel tension

partial thread withdrawal(3)

instability

estrazione estrazionefiletto filettoparziale parziale

timber d1

A min

[mm]

100

timber

steel

Rax,k

Rtens,k

Rki,k

[mm]

[kN]

3,98

25,40

17,25

38,00

21,93

Rax,k

A min

[mm]

[kN]

[mm]

110

10,23

120

110

130

12,50

5,11

140

130

150

14,77

6,25

160

150

170

17,05

7,39

180

170

190

19,32

8,52

200

190

210

21,59

105

9,66

220

210

230

23,87

115

10,80

240

230

250

26,14

105

125

11,93

260

250

270

28,41

115

135

13,07

280

270

290

30,68

125

145

14,21

300

290

310

32,96

135

155

15,34

320

310

330

35,23

145

165

16,48

340

330

350

37,50

155

175

17,61

360

350

370

39,78

165

185

18,75

380

370

390

42,05

175

195

19,89

400

390

410

44,32

185

205

21,02

440

430

450

48,87

205

225

23,30

480

470

490

53,41

225

245

25,57

520

510

530

57,96

245

265

27,84

100

110

12,50

4,86

125

115

135

15,97

6,60

150

140

160

19,45

8,33

175

165

185

22,92

10,07

200

190

210

26,39

105

11,81

225

215

235

29,86

118

13,54

250

240

260

33,34

110

130

15,28

275

265

285

36,81

123

143

17,01

300

290

310

40,28

135

155

18,75

325

315

335

43,75

148

168

20,49

350

340

360

47,22

160

180

22,22

375

365

385

50,70

173

193

23,96

400

390

410

54,17

185

205

25,70

450

440

460

61,11

210

230

29,17

500

490

510

68,06

235

255

32,64

550

540

560

75,00

260

280

36,11

600

590

610

81,95

285

305

39,59

700

680

710

94,45

335

355

46,53

800

780

810

108,34

385

405

53,48

192 | VGS | STRUCTURES

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 TENSION(1)/COMPRESSION(2) total thread withdrawal(3)

geometry

steel tension

partial thread withdrawal(3)

instability

estrazione estrazionefiletto filettoparziale parziale

timber d1

A min

[mm]

100

150 200

timber

steel

Rax,k

Rtens,k

Rki,k

[mm]

[kN]

5,75

53,00

32,69

Rax,k

A min

[mm]

[kN]

[mm]

110

14,77

140

160

22,98

9,85

190

210

31,19

105

13,95

300

280

310

45,96

135

155

22,16

400

380

410

62,38

185

205

30,37

500

480

510

78,79

235

255

38,58

600

580

610

95,21

285

305

46,78

700

680

710

111,62

335

355

54,99

800

780

810

128,04

385

405

63,20

900

880

910

144,45

435

455

71,41

1000

980

1010

160,87

485

505

79,61

1100

1080

1110

177,28

535

555

87,82

1200

1180

1210

193,70

585

605

96,03

NOTES: (1) The tensile design strength of the connector is the lower between the

(3) The axial resistance of the thread to withdrawal was calculated considering

timber-side design strength (Rax,d) and the steel-side design strength (Rtens,d).

a 90° angle between the fibres and the connector and for a effective thread length of b or Sg.

Rax,d = min

Rax,k kmod γM Rtens,k γM2

For intermediate values of Sg it is possible to linearly interpolate.

(2) The compression design strength of the connector is the lower between

the timber-side design strength (Rax,d) and the instability design strength (Rki,k).

Rax,d = min

Rax,k kmod γM Rki,k γM1

STRUCTURES | VGS | 193

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

SLIDING(4) timber-to-timber(5)

timber-to-timber

45°

steel-to-timber(5)

45°

Amin

Sg d1

timber d1

A min

[mm]

100

RV,k

A min

Bmin

[mm]

[kN]

[mm]

3,53

timber

steel

RV,k

Rtens,k 45°(6)

[mm]

[kN]

6,43

RV,k

A min

[mm]

[kN]

[mm]

2,81

120

4,19

3,62

100

8,04

140

4,81

4,42

120

105

9,64

160

5,10

5,22

140

120

11,25

180

5,38

6,03

160

135

12,86

200

100

5,67

6,83

180

145

14,46

220

110

5,95

100

7,63

200

160

16,07

240

105

120

6,23

105

8,44

220

175

17,68

260

115

130

6,50

100

110

9,24

240

190

19,29

280

125

140

6,50

105

120

10,04

260

205

20,89

300

135

150

6,50

110

125

10,85

280

220

22,50

320

145

160

6,50

120

135

11,65

300

230

24,11

340

155

170

6,50

125

140

12,46

320

245

25,71

360

165

180

6,50

135

145

13,26

340

260

27,32

380

175

190

6,50

140

155

14,06

360

275

28,93

400

185

200

6,50

145

160

14,87

380

290

30,54

440

205

220

6,50

160

175

16,47

420

315

33,75

480

225

240

6,50

175

190

18,08

460

345

36,96

520

245

260

6,50

190

205

19,69

500

375

40,18

100

4,27

3,44

7,86

125

5,40

4,67

105

10,31

150

6,40

5,89

130

110

12,77

175

7,05

7,12

155

130

15,22

200

100

7,48

8,35

180

145

17,68

225

113

7,92

100

9,58

205

165

20,13

250

110

125

8,35

110

10,80

230

185

22,59

275

123

138

8,79

105

115

12,03

255

200

25,04

300

135

150

9,06

115

125

13,26

280

220

27,50

325

148

163

9,06

120

135

14,49

305

235

29,96

350

160

175

9,06

130

145

15,71

330

255

32,41

375

173

188

9,06

140

155

16,94

355

270

34,87

400

185

200

9,06

150

160

18,17

380

290

37,32

450

210

225

9,06

165

180

20,63

430

325

42,23

500

235

250

9,06

185

195

23,08

480

360

47,14

550

260

275

9,06

200

215

25,54

530

395

52,05

600

285

300

9,06

220

230

27,99

580

430

56,96

700

335

350

9,06

255

265

32,90

800

385

400

9,06

290

305

37,81

194 | VGS | STRUCTURES

17,96

26,87

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

SLIDING(4) timber-to-timber(5)

timber-to-timber

45°

steel-to-timber(5)

45°

Amin

Sg d1

timber d1

A min

[mm]

100

150

7,61

200

100

9,46

RV,k

A min

Bmin

[mm]

[kN]

[mm]

4,87

timber

steel

RV,k

Rtens,k 45°(6)

[mm]

[kN]

9,29

RV,k

A min

[mm]

[kN]

[mm]

4,06

6,96

130

110

15,09

9,87

180

145

20,89

300

135

150

11,51

115

125

15,67

280

220

32,50

400

185

200

11,94

150

160

21,47

380

290

44,11

500

235

250

11,94

185

195

27,28

480

360

55,71

600

285

300

11,94

220

230

33,08

580

430

67,32

700

335

350

11,94

255

265

38,88

800

385

400

11,94

290

305

44,69

900

435

450

11,94

325

340

50,49

1000

485

500

11,94

360

375

56,30

1100

535

550

11,94

395

410

62,10

1200

585

600

11,94

430

445

67,90

37,48

NOTES:

GENERAL PRINCIPLES:

(4) The axial thread withdrawal resistance was calculated considering a 45° angle

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

between the fibres and the connector and for an effective thread length of Sg.

(5) The design sliding resistance of the connector is either the timber-side de-

sign resistance (RV,d) and the steel design resistance (Rtens,d 45°), whichever is lower.

RV,d = min

RV,k kmod γM Rtens,k 45° γM2

To properly create the joint, the head of the connector must be completely inserted in the steel plate.

(6) The connector tensile strength was calculated considering a 45° angle be-

tween the fibres 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. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Dimensioning and verification of timber elements and steel plates must be carried out 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 timber to timber withdrawal, shear and sliding values were calculated considering the centre of gravity of the connector placed in correspondence with the shear plane.

STRUCTURES | VGS | 195

TIMBER-TO-TIMBER APPLICATION RECOMMENDED INSERTION MOMENT: Mins VGS Ø9 Mins = 20 Nm Mins = 30 Nm

VGS Ø11 L ≥ 400 mm

Mins = 40 Nm

VGS Ø13 Mins = 50 Nm

Mins S

VGS Ø11 L < 400 mm

STEEL-TO-TIMBER APPLICATION

V X

Avoid accidental stress during installation.

A. SHAPED PLATE WITH COUNTERSUNK HOLES

B. VGU WASHER

45°

V X

X S

V X

G V

V X

G V

G X

G V

V X

45°

X X

Avoid dimensional changes to the metal.

Avoid bending.

Respect the 45° insertion angle.

A. SHAPED PLATE

Avoid bending.

B. WASHERS V

Respect the insertion angle (e.g. adopting a template).

Countersunk hole.

196 | VGS | STRUCTURES

Cylindrical hole.

Flared washer.

VGU washer.

APPLICATION EXAMPLES

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

STRUCTURES | VGS | 197

CALCULATION EXAMPLES: REINFORCEMENT OF BEAM WITH COMPRESSION PERPENDICULAR TO THE FIBRES PROJECT DATA a2,c

B = 220 mm

Fv,Rd = 158 kN

H = 560 mm

Fc,90,Rd = 158 kN

a = 25 mm

Service class = 1

L a = 200 mm

Load duration = medium

a2,c a1,c

GL24h Glulam (ρ k = 385 kg/m3)

Fv,Rd

Fc,90,Rd a

SHEAR VERIFICATION OF SUPPORT (EN 1995:2014) : τd ≤ fv,d

τd =

1,5 Fv,Rd B H

τd

= 1,92 N/mm2

fv,k = 3,50 N/mm2

EN 1995:2014 kmod = 0,8 γM = 1,25 fv,d = 2,24 N/mm2

Italy - NTC 2018 kmod = 0,8 γM = 1,45 fv,d = 1,93 N/mm2

τd ≤ fv,d

1,92 < 2,24 N/mm2

τd ≤ fv,d

1,92 < 1,93 N/mm2

verification passed

PERPENDICULAR COMPRESSION VERIFICATION OF SUPPORT-BEAM WITHOUT REINFORCEMENT (EN 1995:2014) : σc,90,d ≤ kc,90∙ fc,90,d

B H lef,1 = La + a + 30 σc,90,d =

Fv,Rd B lef,1

lef,1 = 255 mm σc,90,d= 2,82 N/mm2 kc,90 = 1,75 fc,90,k = 2,50 N/mm2

EN 1995:2014 kmod = 0,8 γM = 1,25 fc,90,d = 1,60 N/mm2

Italy - NTC 2018 kmod = 0,8 γM = 1,45 fc,90,d = 1,38 N/mm2

σc,90,d ≤ kc,90 ∙ fc,90,d

2,82 < 2,80 N/mm2

σc,90,d ≤ kc,90 ∙ fc,90,d

2,82 < 2,41 N/mm2

verification not passed

REQUIRES REINFORCEMENT

198 | VGS | STRUCTURES

PERPENDICULAR COMPRESSION VERIFICATION OF SUPPORT - BEAM WITH REINFORCEMENT (EN 1995:2014 and ETA-11/0030) : Fc,90,Rd ≤ Rc,90,Rd

Rc,90,Rd = min

kc,90 B lef,1 fc,90d + n Rax,Rd B lef,2 fc,90d

REINFORCEMENT CONNECTOR SELECTION VGS 9 x 360 mm

n0 = 2

L = 360 mm

n90 = 2

b = 350 mm

n = n0 ∙ n90 = 4

lef,2 = L + (n₀ -1) a₁ + min (a1,CG ;L)

lef,2 = 555 mm

The minimum distances for placement of the connectors are found in the table on p.191. In this example it is assumed a1 = 50 mm and a1,CG = 145 mm.

Rax,α,Rk kmod γM Rax,Rd = min Rki,k Rki,d = γM1 Rax,d =

Rax,90°,Rk = 39,78 kN Rki,k = 17,25 kN

The compression resistance of the connectors calculated here is shown in the table on p.192. EN 1995:2014

Italy - NTC 2018

kmod = 0,8

γM = 1,3

γM = 1,5

γM1 = 1,00

γM1 = 1,05

Rax,90°,Rd = 24,48 kN

Rax,90°,Rd = 21,22 kN

Rki,d = 17,25 kN

Rki,d = 16,43 kN

Rax,Rd = 17,25 kN

Rax,Rd = 16,43 kN

Rc,90,Rd = min

kc,90 B lef,1 fc,90d + n Rax,Rd B lef,2 fc,90d

Rc,90,Rd= 195,36 kN

Rc,90,Rd= 168,41 kN

Fc,90,Rd ≤ Rc,90,Rd

158 < 195,36 kN

Fc,90,Rd ≤ Rc,90,Rd

158 < 168,41 kN

verification passed

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

STRUCTURES | VGS | 199

VGU

AC233 ESR-4645

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.

STRENGTH Using the VGU washer with VGS screws inclined at a 45° angle on steel plates restores the sliding strength.

PRACTICALITY The ergonomic shape ensures a firm, precise grip during installation. Three versions of washer, compatible with VGS Ø9, Ø11 and Ø13 mm, for plates of variable thickness.

CHARACTERISTICS FOCUS

45°steel-to-timber joints

PLATE THICKNESS

from 3,0 to 20,0 mm

PLATE HOLES

slotted

WASHER HOLE

9,0 | 11,0 | 13,0 mm

VIDEO Scan the QR Code and watch the video on our YouTube channel

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL • high density woods Service classes 1 and 2.

200 | VGU | STRUCTURES

ETA-11/0030

GEOMETRY LF

D2 D1

h L

SPLATE

VGU945

VGU1145

VGU1345

VGS screw diameter

Washer d1

[mm]

9,0

11,0

13,0

VGS screw pre-drilling hole diameter(1)

[mm]

5,0

6,0

8,0

Internal diameter

[mm]

9,7

11,8

14,0

External diameter

[mm]

19,0

23,0

27,4

Base length

[mm]

31,8

38,8

45,8

Base heigth

[mm]

3,0

3,6

4,3

Global heigth

[mm]

23,0

28,0

33,0

Slotted-hole length

[mm]

Slotted-hole width

[mm]

Steel plate thickness

SPLATE

[mm]

min. 33.0 max. 34.0 min. 14.0 max. 15.0 min. 3.0 max. 12,0*

min. 41.0 max. 42.0 min. 17.0 max. 18.0 min. 4.0 max. 15,0*

min. 49.0 max. 50.0 min. 20.0 max. 21.0 min. 5.0 max. 15,0*

(1)

Pre-drilling valid for softwood. thicker plates it is necessary to realize a countersink in the lower part of the steel plate. For VGS screw-lengths L > 300 mm a Ø5 pre-drill is recommended. The assembly must be performed so as to guarantee that the stress is evenly distributed among all the installed VGU washers.

(*) For

CODES AND DIMENSIONS VGU WASHER CODE

JIG VGU TEMPLATE screw

[mm]

pcs

CODE

washer

[mm]

pcs

VGU945

VGS Ø9

JIGVGU945

VGU945

5,5

VGU1145

VGS Ø11

JIGVGU1145

VGU1145

6,5

VGU1345

VGS Ø13

JIGVGU1345

VGU1345

8,5

HSS WOOD DRILL BIT CODE

[mm] [mm]

LOCKING RING FOR HSS BITS

[mm]

pcs

F1599105

150

100

F1599106

150

100

F1599108

150

100

CODE LE LT

dint

dext

[mm]

pcs

F2108005

F2108006

F2108008

dint dext

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.

STRUCTURES | VGU | 201

STATIC VALUES | STEEL-TO-TIMBER JOINT SLIDING RESISTANCE RV

SPLATE

45°

Amin

VGU

timber

steel

A min

RV,k(1)

timber Sg

A min

RV,k(1)

A min

RV,k(1)

Rtens,k 45°(2)

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

VGS d1

[mm] [mm]

3 mm

SPLATE

VGU945

7 mm

12 mm

100

6,43

6,03

5,22

120

100

8,04

7,63

6,83

140

120

105

9,64

115

100

9,24

105

8,44

160

140

120

11,25

135

115

10,85

125

110

10,04

180

160

135

12,86

155

130

12,46

145

125

11,65

200

180

145

14,46

175

145

14,06

165

135

13,26

220

200

160

16,07

195

160

15,67

185

150

14,87

240

220

175

17,68

215

170

17,28

205

165

16,47

260

240

190

19,29

235

185

18,88

225

180

18,08

280

260

205

20,89

255

200

20,49

245

195

19,69

300

280

220

22,50

275

215

22,10

265

205

21,29

320

300

230

24,11

295

230

23,71

285

220

22,90

340

320

245

25,71

315

245

25,31

305

235

24,51

360

340

260

27,32

335

255

26,92

325

250

26,12

380

360

275

28,93

355

270

28,53

345

265

27,72

400

380

290

30,54

375

285

30,13

365

280

29,33

440

420

315

33,75

415

315

33,35

405

305

32,54

480

460

345

36,96

455

340

36,56

445

335

35,76

520

500

375

40,18

495

370

39,78

485

365

38,97

4 mm

SPLATE

VGU1145

timber

100

10 mm 7,37

15 mm 6,88

5,89

125

100

9,82

9,33

8,35

150

125

110

12,28

120

105

11,79

110

100

10,80

175

150

125

14,73

145

125

14,24

135

115

13,26

200

175

145

17,19

170

140

16,70

160

135

15,71

225

200

160

19,64

195

160

19,15

185

150

18,17

250

225

180

22,10

220

175

21,61

210

170

20,63

275

250

195

24,55

245

195

24,06

235

185

23,08

300

275

215

27,01

270

210

26,52

260

205

25,54

325

300

230

29,46

295

230

28,97

285

220

27,99

350

325

250

31,92

320

245

31,43

310

240

30,45

375

350

265

34,38

345

265

33,88

335

255

32,90

400

375

285

36,83

370

280

36,34

360

275

35,36

450

425

320

41,74

420

315

41,25

410

310

40,27

500

475

355

46,65

470

350

46,16

460

345

45,18

550

525

390

51,56

520

390

51,07

510

380

50,09

600

575

425

56,47

570

425

55,98

560

415

55,00

202 | VGU | STRUCTURES

17,96

26,87

STATIC VALUES | STEEL-TO-TIMBER JOINT SLIDING RESISTANCE RV

SPLATE

45°

Amin

VGU

timber

steel

A min

RV,k(1)

timber Sg

A min

RV,k(1)

A min

RV,k(1)

Rtens,k 45°(2)

[mm]

[kN]

[mm]

[kN]

[mm]

[kN]

VGS d1

[mm] [mm]

5 mm

SPLATE

VGU1345

timber

10 mm

15 mm

100

7,54

6,96

5,80

150

115

100

13,35

110

100

12,77

100

11,61

200

165

135

19,15

160

135

18,57

150

125

17,41

300

265

205

30,76

260

205

30,18

250

195

29,02

400

365

280

42,37

360

275

41,79

350

265

40,63

500

465

350

53,97

460

345

53,39

450

340

52,23

600

565

420

65,58

560

415

65,00

550

410

63,84

37,48

NOTES: (1) The connector pull-out strength has been evaluated by considering a 45°

angle to the grain and an effective length of the threaded part equal to Sg. (2) The connector tensile strength was calculated considering a 45° angle be-

tween the fibres and the connector.

• For intermediate values of SPLATE linear interpolation is allowed. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Dimensioning and verification of timber elements and steel plates must be carried out separately.

GENERAL PRINCIPLES:

• For a row of n connectors parallel to the Fv stress, it is recommended that the effective load-bearing capacity is evaluated as :

• Characteristic values are consistent with EN 1995-1-1 and in accordance with ETA-11/0030.

Rv,d,tot = nef · Rv,d with nef = max { 0,9 n ; n0,9 }

• The design sliding strength of the joint is either the timber-side design strength (RV,d) or the steel design strength (Rtens,d 45°), whichever is lower:

RV,d = min

RV,k kmod γM Rtens,k 45° γM2

The coefficients γM and kmod should be taken according to the current regulations used for the calculation. • F or the correct realization of the joint, the fastener head should be fully embedded into the VGU washer.

STRUCTURES | VGU | 203

INSTALLATION WITH THE AID OF A PRE-DRILL TEMPLATE

The pre-drill template makes it possible to prepare a 45° angle pre-drill to facilitate screwing.

Using the template, prepare a pre-drill using a special bit (at least 20 mm).

NO IMPACT

Place the VGU washer in the slot provided and use the JIG-VGU template of the correct diameter.

45° X

Position the screw and respect the 45° angle of insertion.

Screw down with a NON-PULSED screw gun, stopping at about 1 cm from the washer.

Mins S X

S X

Perform the operation for all washers.

510

204 | VGU | STRUCTURES

Complete screwing using a torque wrench, applying the correct maximum insertion moment.

INSTALLATION WITHOUT PRE-DRILL L

NO IMPACT

Place the steel plate on the wood and set the VGU washers in the slots provided.

45° X

Position the screw and respect the 45° angle of insertion.

Screw down with a NON-PULSED screw gun, stopping at about 1 cm from the washer.

Mins S X

S X

510

S X

X X

S X

Complete screwing using a torque wrench, applying the correct maximum insertion moment.

Perform the operation for all washers.

TIMBER-TO-STEEL APPLICATION RECOMMENDED INSERTION MOMENT: Mins

NO IMPACT

VGS Ø9 Mins = 20 Nm

Mins V

510 m

S X

VGS Ø13 Mins = 50 Nm

VGS Ø11 L ≥ 400 mm Mins = 40 Nm

VGS Ø11 L < 400 mm Mins = 30 Nm

STRUCTURES | VGU | 205

RTR

ETA-11/0030

STRUCTURAL REINFORCEMENT SYSTEM CERTIFICATION Structural reinforcement bar with wood thread, CE certified according to ETA-11/0030.

RAPID DRY SYSTEM Large reinforcement bar (diameter: 16 mm and 20 mm) with wood thread that does not require resin or adhesives.

STRUCTURAL REINFORCEMENT High tensile strength steel (fy,k = 640 N/mm2), ideal for structural reinforcements.

CHARACTERISTICS FOCUS

perpendicular stress reinforcement

ADAPTOR

attachment bushing

DIAMETER

16,0 | 20,0 mm

LENGTH

2200 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL • high density woods Service classes 1 and 2.

206 | RTR | STRUCTURES

GEOMETRY AND MECHANICAL CHARACTERISTICS d2 d1

L 16

Nominal diameter

[mm]

Tip diameter

[mm]

12,0

15,0

Pre-drilling hole diameter(1)

[mm]

13,0

16,0

My,k

[Nm]

200

350

fax,k

[N/mm2]

9,0

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

100,0

145,0

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

(1) (2)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3.

CODES AND DIMENSIONS d1

CODE

[mm] [in] 16 0.63 20 0.79

pcs

[mm]

[in]

RTR162200

2200

86 5/8

RTR202200

2200

86 5/8

TOOLS CODE

description

DUD38RLE drill

DUVSKU

safety clutch

DUD38SH

screw handle

ATCS2010

sleeve adaptor Ø16-20

ATCS007

sleeve Ø16

ATCS008

sleeve Ø20

Further information on page 362.

pcs

3 4 5 1

USE AS WB SCREWDRIVER For 16 and 20 mm structural reinforcement bars.

LARGE SPANS The length of the bars allows for fast and secure reinforcements on any size beam. Ideal for factory installations.

STRUCTURES | RTR | 207

MINIMUM DISTANCES FOR AXIAL STRESSES(1)

a2,CG a2 a2,CG a1,CG

a1,CG

RODS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

a1,CG a2,CG

5∙d

100

5∙d

100

[mm]

10∙d

160

200

[mm]

4∙d

d = nominal rod diameter

MINIMUM DISTANCES FOR SHEAR LOADS (1)

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

RODS INSERTED WITH PRE-DRILLING HOLE d1

[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

RODS INSERTED WITH PRE-DRILLING HOLE

100

4∙d

192

240

7∙d

112

140

112

140

7∙d

112

140

7∙d

112

140

3∙d

d = nominal rod diameter stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F a3,t

NOTES: (1) Minimum distances are in accordance with EN 1995:2014 as per ETA-11/0030 considering a timber characteristic density of ρ k ≤ 420 kg/m3.

208 | RTR | STRUCTURES

F α

α a3,c

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

F a4,c

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 TENSION(1) thread withdrawal(2)

geometry

SHEAR steel tension

timber-to-timber

≥ Sg

timber

steel

Rax,k

Rtens,k

[mm]

[kN]

100

15,54

[mm]

RV,k [kN] 18,87

200

31,08

22,75

300

46,62

26,64

400

62,16

500

77,70

29,96

600

93,25

29,96

100,0

29,96

100

19,43

25,78

200

38,85

31,34

300

58,28

36,19

400

77,70

41,05

500

97,13

600

116,56

700

135,98

43,25

800

155,41

43,25

145,0

43,25 43,25

NOTES:

GENERAL PRINCIPLES:

(1) The connector design resistance is the lowest between the timber side de-

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

sign resistance (Rax,d) and the steel side resistance (Rtens,d).

Rax,d = min

Rax,k kmod γM Rtens,k γM2

(2) The axial resistance of the thread to withdrawal was calculated considering

a 90° angle between the fibres and the connector and for a effective thread length of Sg.

For intermediate values of Sg it is possible to linearly interpolate.

• 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 rods, reference was made to ETA-11/0030. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Dimensioning and verification of the timber elements must be carried out separately.

STRUCTURES | RTR | 209

DGZ

AC233 ESR-4645

BIT INCLUDED

DOUBLE THREADED SCREW FOR INSULATION CONTINUOUS INSULATION Allows continuous, uninterrupted fastening of roof insulation package. Prevents thermal bridges in compliance with energy saving regulations.

CERTIFICATION Connector for hard, soft and façade insulation, 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.

CYLINDRICAL HEAD Cylindrical head countersunk in the joist. Also certified in versions with flange head (DGT) and countersunk head (DGS).

CHARACTERISTICS FOCUS

insulation package fasteners

HEAD

cylindrical, countersunk

DIAMETER

7,0 | 9,0 mm

LENGTH

from 220 to 520 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE • timber based panels • solid timber • glulam (Glued Laminated Timber) • CLT, LVL • high density woods Service classes 1 and 2.

210 | DGZ | STRUCTURES

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 preventing thermal bridges. Certification specific for fastening on both hard and soft insulation.

VENTILATED FAÇADES Also tested, certified and calculated on façade joists and with high density woods such as Microllam® LVL.

STRUCTURES | DGZ | 211

Fastening of hard insulation on a flat roof.

Ideal for fastening hard insulation, even of great thickness.

GEOMETRY AND MECHANICAL CHARACTERISTICS

d2 d1

100 L

Nominal diameter

[mm]

Head diameter

[mm]

9,5

11,5

Tip diameter

[mm]

4,60

5,90

Shank diameter

[mm]

5,00

6,50

Characteristic yield moment Characteristic withdrawal-resistance parameter(1)

My,k

[Nm]

14,2

27,2

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

15,4

25,4

(1)

Valid for softwood - maximum density 440 kg/m3.

212 | DGZ | STRUCTURES

CODES AND DIMENSIONS d1

CODE

[mm] [in]

7 0.28 TX 30

pcs

CODE

[mm] [in]

pcs

[mm]

[in]

[mm]

[in]

DGZ7220

220

8 5/8

DGZ9240

240

9 1/2

DGZ7260

260

10 1/4

DGZ9280

280

DGZ7300

300

11 3/4

DGZ9320

320

12 5/8

DGZ7340

340

13 3/8

DGZ9360

360

14 1/4

DGZ7380

380

DGZ9400

400

15 3/4

DGZ9440

440

17 1/4

DGZ9480

480

DGZ9520

520

20 1/2

9 0.36 TX 40

NOTES: upon request, EVO version is available.

SCREW SELECTION MINIMUM SCREW LENGTH DGZ Ø7

s = 30 A B DGZ at 60° DGZ at 90°

s = 40 A B DGZ at 60° DGZ at 90°

batten thickness(*) [mm] s = 50 A B DGZ at 60° DGZ at 90°

[mm]

Lmin [mm]

220

260

220

insulation + wooden planking thickness

s = 60 A B DGZ at 60° DGZ at 90°

s = 80 A B DGZ at 60° DGZ at 90°

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

s = 30 A B DGZ at 60° DGZ at 90°

s = 40 A B DGZ at 60° DGZ at 90°

batten thickness(*) [mm] s = 50 A B DGZ at 60° DGZ at 90°

[mm]

Lmin [mm]

240

280

240

insulation + wooden planking thickness

s = 60 A B DGZ at 60° DGZ at 90°

s = 80 A B DGZ at 60° DGZ at 90° Lmin [mm]

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

260

440

360

440

400

440

400

480

400

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.

NOTE: check that the screw tip does not stick out from the rafter.

STRUCTURES | DGZ | 213

FASTENINGS FOR CONTINUOUS INSULATION

Installation of a continuous layer of insulation guarantees excellent energy performance, eliminating thermal bridges. Efficacy is limited by the proper use of appropriate fastening systems, calculated correctly.

CRUSHING OF THE INSULATION

Crushing of the insulation (for very heavy loads) leads to a reduction in the ventilation chamber. As a result, aeration in the hollow space, and thus its efficacy, is reduced. Additionally, it is possible that the insulating power of the package is diminished, with the thickness being reduced after the crushing. To prevent this problem, it is necessary to verify that the compression resistance of the insulation σ (10%) is sufficient to resist the stresses in question. Alternatively, it is possible to place screws tilted in the two directions so that the load is entirely transferred by the connectors and does not deform the layer of insulation in any way.

SLIP OF THE INSULATION AND THE COATING

F F

The load applied to the structure has a component parallel to the layer/façade which leads, if not restrained (for example through “type A” screws), to a possible shift in the external layers, causing probable damage to the cover surface and the insulating power. Clear thermal, aesthetic and waterproofing problems then result.

THERMAL BRIDGES

it is important that the insulation be continuous, without breaks or cracks, to optimise performance and minimise thermal bridges. Thermal bridges due to over frequent anchoring or those placed erroneously are also to be avoided.

214 | DGZ | STRUCTURES

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

• the insulation does not support the load component perpendicular to the layer (N);

F A

• screws are subject to tensile (A) and compression (B) stresses; • for very high negative wind pressure loads, additional screws are inserted (C);

B A

• adequate batten thickness makes it possible to optimise the number of fastenings.

B C

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

N F

A A

• the insulation supports the load component perpendicular to the layer (N); • the screws are subject only to tensile stress (A); • for very high negative wind pressure loads, additional screws are inserted (C); • adequate batten thickness makes it possible to optimise the number of fastenings.

A C

FAÇADE

F A C ±N A

• the screws must support both positive and negative wind pressure loads (±N) and vertical forces (F); • installation: one screw in tension(A) and one perpendicular to the façade (C), tense or compressed as a function of N, or screws inclined in the 2 directions; • the screws (C) must support both the positive and negative wind pressure loads (±N) and are alternatively subjected to compression and tensile stresses.

STRUCTURES | DGZ | 215

POSSIBLE CONFIGURATIONS

A A

60° A

90°

60° 90°

60° A

90°

90° B A 60°

A B

RIGID ROOF INSULATION σ(10%) ≥ 50 kPa (EN826)

SOFT ROOF INSULATION σ(10%) < 50 kPa (EN826)

FACADE INSULATION

NOTE: The number and placement of the fastenings depends on the geometry of the surfaces, the type of insulation and the loads acting on them.

MINIMUM DISTANCES FOR AXIAL STRESSES (1)

a2,CG 1

a2 a2,CG a1,CG

a1,CG

SCREWS INSERTED WITH AND WITHOUT PRE-DRILLING HOLE d1

[mm]

5∙d

[mm]

5∙d

a1,CG

[mm]

10∙d

a2,CG

[mm]

4∙d

d = nominal screw diameter

NOTES: (1) T he minimum distances for connectors stressed axially 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.

216 | DGZ | STRUCTURES

CALCULATION EXAMPLE: FASTENING OF CONTINUOUS INSULATION WITH DGZ

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

8,00 m

Building length

11,50 m

Building width

8,00 m

Layer slope

30% = 16,7°

Ridge piece position

5,00 m

Ridge piece height Building dimensions

Roof geometry

INSULATION PACKAGE FIGURES Rafters

bt x ht

120 x 160 mm

Wooden planking

20.00 mm

Tile support battens

0,33 m

Insulation layer

160.00 mm

Wood grain (soft)

bL x hL

60 x 40 mm

C24 Commercial length

Battens

CONNECTOR SELECTION - OPTION 1 - DGZ Ø7

GL24h spacing

0,70 m

σ(10%)

0,03 N/mm2

4,00 m

CONNECTOR SELECTION - OPTION 2 - DGZ Ø9

Screw under tension

7 x 300 mm

60° angle: 126 piece

Screw under tension

9 x 320 mm

60° angle: 108 piece

Compressed screw

7 x 300 mm

60° angle: 126 piece

Compressed screw

9 x 320 mm

60° angle: 108 piece

Perpendicular screw

7 x 260 mm

90° angle: 72 piece

Perpendicular screw

9 x 280 mm

90° angle: 36 piece

Connector placement diagram.

Roof batten calculation.

STRUCTURES | DGZ | 217

SBD

BIT INCLUDED

EN 14592

SELF-DRILLING DOWEL STEEL AND ALUMINUM Special self-perforating timber-to-metal tip geometry that reduces the possibility of breakage. The cylindrical countersunk head ensures an optimal appearance and meets fire-resistance requisites.

INCREASED DIAMETER The diameter of 7,5 mm ensures a shear resistance of over 15 % and enables optimisation of the number of fasteners.

DOUBLE THREAD The thread up against the tip (b1) facilitates screwing. The increased length of the under head thread (b2) makes for fast, accurate closure.

CHARACTERISTICS FOCUS

self-drilling, timber-to-metal-to-timber

HEAD

cylindrical, countersunk

DIAMETER

7,5 mm

LENGTH

from 55 to 235 mm

VIDEO Scan the QR Code and watch the video on our YouTube channel

MATERIAL Galvanized carbon steel.

FIELDS OF USE Self-drilling system for concealed timber-to. steel joints. Can be used with screw guns running at 600-1500 rpm with: • steel S235 ≤ 10,0 mm • steel S275 ≤ 8,0 mm • steel S355 ≤ 6,0 mm • ALUMINI, ALUMIDI and ALUMAXI brackets Service classes 1 and 2.

218 | SBD | STRUCTURES

KNEE BEAM Ideal for joining head beams and making continuous beams, restoring shear forces and momentum. The small dowel diameter guarantees joints that offer high stiffness.

MOMENT RESISTING JOINT Also certified, tested and calculated for fastening standard Rothoblaas plates such as the TYP X pillar-holder.

STRUCTURES | SBD | 219

Fastening of Rothoblaas pillar-holder with internal knife plate F70.

Rigid ”knee“ joint with double internal plate (LVL).

GEOMETRY AND MECHANICAL CHARACTERISTICS

S d1

dK b2

Nominal diameter

[mm]

7,5

Head diameter

[mm]

11,0

Tip length

[mm]

19,0

Effective length

Leff

[mm]

L - 8,0

Characteristic yield moment

My,k

[Nm]

42,0

INSTALLATION s single plate

s double plate

[mm]

S235 steel

10,0

8,0

S275 steel

8,0

6,0

S355 steel

6,0

5,0

ALUMINI

6,0

ALUMIDI

6,0

ALUMAXI

10,0

single plate ta ta

tdouble ti plate ta a

plate

Timber-to-metal plate - timber shear joint Recommended pressure: ≈ 40 kg Recommended screwing: ≈ 1000 - 1500 rpm (steel plate) ≈ 600 - 1000 rpm (aluminium plate)

220 | SBD | STRUCTURES

CODES AND DIMENSIONS d1

CODE

[mm] [in]

pcs

[mm]

[in]

[mm]

2 3/16

SBD7575

2 15/16

SBD7595

3 3/4

SBD7555

7,5 0.30 TX 40

SBD75115

115

4 1/2

SBD75135

135

5 5/16

SBD75155

155

6 1/8

SBD75175

175

6 7/8

SBD75195

195

7 11/16

SBD75215

215

8 7/16

SBD75235

235

9 1/4

MINIMUM DISTANCES FOR CONNECTORS SUBJECTED TO SHEAR STRESS(1)

Load-to-grain angle α = 0° d1

[mm]

Load-to-grain angle α = 90°

7,5 5∙d

7,5 3∙d

[mm]

3∙d

a3,t

[mm]

max (7∙d; 80)

a3,c

[mm]

max (3.5∙d; 40)

a4,t

[mm]

3∙d

4∙d

a4,c

[mm]

3∙d

d = 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: (1) Minimum distances in accordance with EN 1995:2014.

STRUCTURES | SBD | 221

TIMBER-TO-STEEL AND ALUMINIUM STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

SHEAR Rv,k - 1 INTERNAL PLATE DOWEL HEAD INSERTION DEPTH 0 mm FASTENING

SBD

[mm] 7,5x55

ta B

7,5x95 7,5x115 7,5x135 7,5x155 7,5x175 7,5x195 7,5x215 7,5x235

Beam width

[mm]

100

120

140

160

180

200

220

240

Head insertion depth

[mm]

Exterior wood

[mm]

107

117

0°

7,48

9,20

10,18

11,46

12,91

13,69

13,95

30°

6,89

8,59

9,40

10,51

11,77

12,71

13,21

s ta

7,5x75

Rv,k [kN]

load-to-grain angle

45°

6,41

8,09

8,77

9,72

10,84

11,90

12,53

12,57

60°

6,00

7,67

8,24

9,08

10,07

11,15

11,78

12,02

90°

5,66

7,31

7,79

8,53

9,42

10,40

11,14

11,54

DOWEL HEAD INSERTION DEPTH 15 mm FASTENING

s ta

SBD

[mm] 7,5x55

7,5x75

7,5x95 7,5x115 7,5x135 7,5x155 7,5x175 7,5x195 7,5x215 7,5x235

Beam width

[mm]

100

120

140

160

180

200

220

240

Head insertion depth

[mm]

Exterior wood

[mm]

107

117

0°

8,47

9,10

10,13

11,43

12,89

13,95

30°

7,79

8,49

9,35

10,48

11,75

13,06

13,21

Rv,k [kN]

load-to-grain angle

45°

7,25

8,00

8,72

9,70

10,82

12,04

12,57

60°

6,67

7,58

8,19

9,05

10,05

11,14

12,02

90°

6,14

7,23

7,74

8,50

9,40

10,39

11,40

11,54

CORRECTIVE COEFFICIENT kF FOR DIFFERENT DENSITIES ρk Strength class ρk

C24

[kg/m3]

GL22h

C30

GL24h

C40/GL32c

GL28h

D24

D30

350

370

380

385

400

425

485

530

0,91

0,96

0,99

1,00

1,02

1,05

1,12

1,17

For different densities ρ k the timber-side design strength is calculated as: R ' V,d = R V,d · kF.

EFFECTIVE NUMBER OF DOWELS nef FOR α = 0° a1 [mm]

nef

SBD no.

100

120

140

1,49

1,58

1,65

1,72

2,15

2,27

2,38

2,47

1,78

1,83

2,56

2,63

1,88

1,97

2,00

2,70

2,83

2,94

2,79

2,95

3,08

3,21

3,31

3,41

3,50

3,67

3,81

3,41

3,60

3,77

3,92

4,05

4,17

4,28

4,48

4,66

4,01

4,24

4,44

4,62

4,77

4,92

5,05

5,28

5,49

4,61

4,88

5,10

5,30

5,48

5,65

5,80

6,07

6,31

In the case of multiple dowels placed parallel to the fibres, the effective number must be taken into account: R ' V,d = R V,d · nef.

222 | SBD | STRUCTURES

TIMBER-TO-STEEL AND ALUMINIUM STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

SHEAR Rv,k - 2 INTERNAL PLATES DOWEL HEAD INSERTION DEPTH 0 mm FASTENING

s ta

SBD

7,5x75

7,5x95 7,5x115 7,5x135 7,5x155 7,5x175 7,5x195 7,5x215 7,5x235

Beam width

[mm]

140

160

180

200

220

240

Head insertion depth

[mm]

Exterior wood

[mm]

Interior wood

[mm]

0°

21,03

26,71

27,41 25,72

s ti

[mm] 7,5x55

Rv,k [kN]

load-to-grain angle

23,07 24,25 25,28

30°

19,19

21,17

22,71

23,60 24,85

45°

17,69

19,62

21,08

22,19 23,30 24,25

60°

16,45

18,32

19,62

20,75

90°

15,40

17,09

18,40 19,40 20,28 21,48

21,73

22,84

DOWEL HEAD INSERTION DEPTH 10 mm FASTENING

s ta

SBD

7,5x75

7,5x95 7,5x115 7,5x135 7,5x155 7,5x175 7,5x195 7,5x215 7,5x235

Beam width

[mm]

140

160

180

200

220

240

Head insertion depth

[mm]

Exterior wood

[mm]

Interior wood

[mm]

0°

19,31

22,20 23,23 24,02 25,28 26,42

30°

17,49

20,25 21,86 22,52 23,60 24,59

45°

16,01

18,65 20,36 21,26

22,19

23,07

20,75

s ti

[mm] 7,5x55

Rv,k [kN]

load-to-grain angle

60°

14,78

17,32

19,02

19,94

21,78

90°

13,75

16,07

17,88

18,68 19,40 20,52

ALUMINI, ALUMIDI AND ALUMAXI For applications with ALUMINI, ALUMIDI and ALUMAXI brackets see the catalogue "PLATES AND CONNECTORS FOR TIMBER" and the MyProject software on www.rothoblaas.com.

GENERAL PRINCIPLES: • Characteristic values according to EN 1995-1-1. • Design values can be obtained from characteristic values as follows:

Rd =

Rk kmod γM

• The values provided are calculated using 5 mm thick plates, a 6 mm thick milled cut in the timber and a single SBD dowel. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Sizing and verification of the timber elements and metal plates must be done separately.

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

STRUCTURES | SBD | 223

CTC

BIT INCLUDED

ETA-19/0244

CONNECTOR FOR TIMBER-TO-CONCRETE FLOORS CERTIFICATION Timber-to-concrete fastener with specific CE certification according to ETA-19/0244. Tested and calculated with parallel and crossed arrangement of 45° and 30° connectors, with and without wooden planking.

RAPID DRY SYSTEM Approved system, self-drilling, reversible, fast and minimally invasive. Optimum static and noise performances, both for new projects and structural restoration.

COMPLETE RANGE Self-perforating tip with notch and countersunk cylindrical head. Available in two diameters (7 and 9 mm) and two lengths (160 and 240 mm) to optimize the number of fasteners.

INSTALLATION INDICATOR During installation, the under head counter-thread serves as “correct installation” indicator and increases the fastener tightness inside the concrete.

CHARACTERISTICS FOCUS

CE marking, timber-to-concrete

HEAD

cylindrical, countersunk

DIAMETER

7,0 | 9,0 mm

LENGTH

160 | 240 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE Screw connection system for timber-to-concrete floors, approved for: • timber based panels • solid timber and glulam • CLT, LVL • high density woods Service classes 1 and 2.

224 | CTC | STRUCTURES

TIMBER-TO-CONCRETE Ideal for composite floors and for renovation of existing floors. Stiffness values also calculated in the presence of vapour barrier sheet or soundproofing layer.

STRUCTURAL RESTORATION Values also tested, certified and calculated for high density woods. Certification specific for application in timber-concrete structures.

STRUCTURES | CTC | 225

Composite timber-concrete floors on CLT panel with 45° connectors arranged in a single row.

Composite timber-concrete floors with 30° connectors arranged in a double row.

GEOMETRY AND MECHANICAL CHARACTERISTICS C

d2 d1

b2 L

Nominal diameter

[mm]

9 11,50

Head diameter

[mm]

9,50

Tip diameter

[mm]

4,60

5,90

Shank diameter

[mm]

5,00

6,50 5,0

Pre-drilling hole diameter

[mm]

4,0

Characteristic yield moment

My,k

[Nm]

Characteristic withdrawal-resistance parameter

fax,k

[N/mm2]

11,3

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

f tens,k

[kN]

20,0

30,0

Fax,concrete, Rk

[kN]

10,0

crossed connectors at a 45° Withdrawal-resistance characteristic - concrete

parallel connectors at a 30° parallel connectors at a 45° angle, with soundproofing layer(1) parallel connectors at a 45° angle, without soundproofing layer

Coefficient of friction(2)

Fax,concrete, Rk

[kN]

15,0

[-]

0,25

(1)

Resilient underscreed foil, in bitumen and polyester felt, like SILENT FLOOR. The friction component µ can be considered only in arrangement with inclined screws (30° and 45°) and without the soundproofing layer. (2)

GENERAL PRINCIPLES: • The design shear strength of each crossed connector is the minimum between the timber design shear strength (Rax,d), the concrete design shear strength (Rax,concrete,d) and the steel design shear strength (Rtens,d):

Rv,Rd =(cos α + µ sin α) min

226 | CTC | STRUCTURES

Fax,α,Rd ftens,d Fax,concrete,Rd

• For the mechanical strength values and the geometry of the screws, reference was made to ETA-19/0244.

CODES AND DIMENSIONS d1

CODE

[mm] [in] 7 CTC7160 0.28 CTC7240 TX 30

[mm]

[in]

[mm]

pcs

160

6 1/4

110

100

240

9 1/2

190

100

CODE

[mm] [in] 9 CTC9160 0.36 TX 40 CTC9240

[in]

[mm]

160

6 1/4

110

100

240

9 1/2

190

100

[mm]

pcs

SLIP MODULUS Kser connector arrangement with soundproofing layer(1)

Kser [N/mm] CTC Ø7

connector arrangement without soundproofing layer(1)

Kser [N/mm]

CTC Ø9

45°

CTC Ø7

CTC Ø9

48 lef

60 lef

80 lef

70 lef

100 lef

45°

16 lef

lef

22 lef

lef

45° parallels

45° parallels 30°

30°

48 lef

lef

48 lef

lef

parallel at a 30° 45°

45°

70 lef

lef

100 lef

45°

lef

45° crossed

(1)

Resilient underscreed foil, in bitumen and polyester felt, like SILENT FLOOR. The Kser slip modulus is to be considered as relating to a single inclined connector or a pair of crossed connectors subject to a parallel force at the slip surface. Ief = depth of CTC connector pull-through into timber element, in millimetres.

MINIMUM DISTANCES FOR AXIAL STRESSES (1) parallel arrangement

crossed arrangement

45°/30°

45°

a1,CG

a2,CG

a1,CG

a2,CG

≥ a1

[mm]

130∙sin(α)

[mm]

a1,CG

[mm]

a2,CG

[mm]

aCROSS

[mm]

aCROSS

a2,CG

dc = thickness of concrete slab (50 mm ≤ dc ≤ 0.7 db) db = height of timber beam (db ≥ 100 mm) NOTES: (1) The minimum distances for connectors stressed axially are compliant with

ETA-19/0244.

STRUCTURES | CTC | 227

STATIC VALUES

CALCULATION STANDARD NTC 2018 - UNI EN 1995:2014

PRELIMINARY SIZING OF VB CONNECTORS FOR TIMBER-TO-CONCRETE FLOORS 660

LOADS

CALCULATION EXAMPLE distance between joists

= 660 mm

own weight (gk1) = timber beam + wooden planking + concrete slab

concrete slab thickness C20/25 = 50 mm

permanent non-structural load (gk2) = 2 kN/m2

strain limit wist = ℓ/400

variable overload (qk) = 2 kN/m2

wnet,fin = ℓ/250

variable load duration = medium

50 ts H

CONNECTOR CTC Ø7 - Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm

3,5

span [m] 4,5

beam section BxH [mm]

120 x 160

45° 120 x 200

140 x 200

Installation at a 45° angle, without soundproofing layer. 140 x 240

no. connectors per beam CTC distance[mm] no. connectors/m2 no. connectors per beam CTC distance[mm] no. connectors/m2 no. connectors per beam CTC distance[mm] no. connectors/m2 no. connectors per beam CTC distance[mm] no. connectors/m2

5,5

7x160

7x240

300/500

150/300

150/150

100/150

5,1

7,8

9,8

12,8

7x160

7x240

250/400

200/300

150/150

100/150

5,2

6,8

10,1

12,7

7x240

200/350

150/200

120/250

100/100

6,1

8,8

9,1

14,9

7x240

250/500

150/300

100/250

100/100

4,7

7,9

10,5

15,2

5,5

CONNECTOR CTC Ø7 - Glulam GL 24h (EN 14080:2013)

Plank thickness t s = 21 mm

3,5

span [m] 4,5

beam section BxH [mm]

120 x 160

45° 120 x 200

140 x 200

Installation at a 45° angle, with soundproofing layer. 140 x 240

7x160

7x240

300/500

180/500

100/100

5,1

6,1

15,2

7x160

7x240

500/500

250/500

120/240

150/150(1)

3,5

4,5

9,4

20,6

7x240

300/500

200/200

4,5

7,4

150/200(1) 150/200(2) 18,2

26,4

7x240

500/500

200/400

100/200

150/200(1)

3,4

6,1

11,0

18,2

5,5

CONNECTOR CTC Ø7 - Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm beam section BxH [mm]

120 x 160

45°

45° 120 x 200

140 x 200

Crossed installation at a 45° angle, with or without soundproofing layer. 140 x 240

228 | CTC | STRUCTURES

3,5

span [m] 4,5

7x160

7x240

500/500

150/300

120/250

100/200

7,1

15,6

18,2

22,2

7x160

7x240

500/500

200/350

120/300

150/150

120/120

6,1

12,1

17,5

20,0

24,8

118

7x160

7x240

250/500

150/350

100/250

100/150

100/100

9,1

14,1

20,6

24,8

29,8

7x160

7x240

250/250

150/300

120/240

100/200

12,1

15,2

18,7

22,2

STATIC VALUES

CALCULATION STANDARD NTC 2018 - UNI EN 1995:2014 CONNECTOR CTC Ø9- Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm

3,5

span [m] 4,5

beam section BxH [mm]

120 x 160

45° 120 x 200

140 x 200

Installation at a 45° angle, without soundproofing layer.

140 x 240

9x160

9x240

500/500

150/300

120/250

100/150

4,0

7,8

9,1

12,8

5,5

9x240

450/500

200/300

120/250

100/200

100/100

3,5

6,8

9,4

11,5

14,9

9x240

250/250

150/250

100/250

100/150

100/100

6,1

8,1

10,3

12,7

15,2

9x240

300/300

200/200

120/250

100/200

5,4

7,9

9,4

11,1

span [m] 4,5

5,5

CONNECTOR CTC Ø9- Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm

beam section BxH [mm]

120 x 160

45° 120 x 200

140 x 200

Installation at a 45° angle, with soundproofing layer. 140 x 240

3,5

9x160

9x240

500/500

200/350

100/150

4,0

6,1

12,1

9x240

400/500

150/300

100/150

150/200(1)

3,5

7,6

12,8

18,2

9x240

250/250

150/150

6,1

10,1

150/250(1) 100/150(1) 15,8

25,3

9x160

9x240

300/300

150/150

100/100

150/150(1)

5,4

10,3

14,9

20,2

span [m] 4,5

5,5

CONNECTOR CTC Ø9- Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm

beam section BxH [mm]

120 x 160

45°

45° 120 x 200

140 x 200

Crossed installation at a 45° angle, with or without soundproofing layer.

NOTES:

140 x 240

min pitch

3,5

9x160

500/500

200/300

100/250

7,1

12,1

20,5

9x160

9x240

500/500

200/400

130/260

100/200

6,1

11,4

16,8

22,4

9x160

9x240

250/500

150/300

100/200

100/150

9,1

14,8

22,4

24,8

9x160

9x240

300/300

150/300

100/250

100/150

10,1

15,2

20,4

24,7

max pitch

min pitch

For notes see page 231.

L/4

L/2

L/4

STRUCTURES | CTC | 229

STATIC VALUES

CALCULATION STANDARD EN 1995:2014

PRELIMINARY SIZING OF VB CONNECTORS FOR TIMBER-TO-CONCRETE FLOORS 660

LOADS

CALCULATION EXAMPLE distance between joists

= 660 mm

own weight (gk1) = timber beam + wooden planking + concrete slab

concrete slab thickness C20/25 = 50 mm

permanent non-structural load (gk2) = 2 kN/m2

strain limit wist = ℓ/400

variable overload (qk) = 2 kN/m2

wnet,fin = ℓ/250

variable load duration = medium

50 ts H

CONNECTOR CTC Ø7 - Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm

3,5

span [m] 4,5

beam section BxH [mm]

120 x 160

45° 120 x 200

140 x 200

Installation at a 45° angle, without soundproofing layer. 140 x 240

5,5

7x160

7x240

500/500

250/500

150/300

100/250

4,0

5,2

7,6

10,8

7x160

7x240

500/500

250/500

150/350

100/300

3,5

4,5

7,4

10,3

7x240

400/500

200/350

130/260

100/200

3,8

6,1

8,5

11,0

7x240

400/500

200/400

150/300

100/200

3,4

6,1

7,7

11,1

span [m] 4,5

5,5

CONNECTOR CTC Ø7 - Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm

beam section BxH [mm]

120 x 160

45° 120 x 200

140 x 200

Installation at a 45° angle, with soundproofing layer. 140 x 240

3,5

7x160

7x240

500/500

200/400

100/100

4,0

6,1

15,2

7x160

7x240

400/400

300/500

120/240

150/150(1)

4,3

4,5

9,4

20,6

108

7x240

500/500

150/300

3,0

7,4

150/300(1) 100/100(1) 15,8

29,8

7x240

500/500

400/500

140/200

150/250(1)

3,4

3,6

9,4

16,2

5,5

CONNECTOR CTC Ø7 - Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm

3,5

span [m] 4,5

beam section BxH [mm]

120 x 160

45°

45° 120 x 200

140 x 200

Crossed installation at a 45° angle, with or without soundproofing layer. 140 x 240

230 | CTC | STRUCTURES

7x160

7x240

500/500

200/400

150/300

100/250

7,1

11,3

14,4

20,9

7x240

500/500

200/500

150/300

150/200

100/200

6,1

10,6

14,8

17,6

22,0

7x240

280/500

180/360

100/300

100/250

100/200

9,1

12,1

20,0

20,4

22,2

7x240

350/350

200/350

150/250

150/150

8,8

11,5

16,0

19,7

STATIC VALUES

CALCULATION STANDARD EN 1995:2014 CONNECTOR CTC Ø9- Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm

3,5

span [m] 4,5

beam section BxH [mm]

120 x 160

45° 120 x 200

140 x 200

Installation at a 45° angle, without soundproofing layer.

140 x 240

9x160

9x240

500/500

150/300

100/250

4,0

7,8

7,6

10,8

5,5

9x240

500/500

250/400

150/300

130/250

100/200

3,5

5,3

7,4

8,5

11,0

9x240

350/350

200/300

130/250

100/200

100/100

4,5

6,7

8,5

2,0

15,2

9x240

350/500

200/400

150/250

100/200

4,0

6,1

8,3

11,1

span [m] 4,5

5,5

CONNECTOR CTC Ø9- Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm beam section BxH [mm]

120 x 160

45° 120 x 200

140 x 200

Installation at a 45° angle, with soundproofing layer. 140 x 240

3,5

9x160

9x240

500/500

300/300

100/200

4,0

5,2

11,4

9x240

500/500

300/400

100/200

100/100

3,5

4,5

11,4

15,2

9x240

350/350

150/300

100/100

150/150(1)

4,5

7,4

15,2

19,8

9x240

500/500

200/200

100/150

100/100

3,4

7,9

12,7

15,2

span [m] 4,5

5,5

CONNECTOR CTC Ø9- Glulam GL 24h (EN 14080:2013) Plank thickness t s = 21 mm

beam section BxH [mm]

120 x 160

45°

45° 120 x 200

140 x 200

Crossed installation at a 45° angle, with or without soundproofing layer.

140 x 240

3,5

9x160

500/500

250/400

150/250

7,1

10,4

15,9

9x160

500/500

250/400

150/300

150/150

6,1

9,8

14,8

20,0

9x160

9x240

300/500

200/250

150/150

100/200

8,3

13,5

20,0

22,0

9x240

200/400

150/300

100/300

100/200

11,4

15,2

19,8

22,2

NOTES:

GENERAL PRINCIPLES:

(1) Connectors placed in two rows.

Pitch means the minimum and maximum spacing values at which the connectors are positioned, respectively at the sides (L/4 - minimum spacing) and in the central part of the beam (L/2 - maximum spacing).

(2) Connectors placed in three rows.

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

STRUCTURES | CTC | 231

SKR | SKS CONCRETE SCREW RAPID DRY SYSTEM Fast and easy operation. The special threading requires a small predrill and guarantees fastening on concrete without creating expansion stresses in the concrete. Reduced minimum distances.

SKR - SKS EVO For some sizes, a version is available with special surface treatment to improve corrosion resistance of the externally exposed head.

LARGER HEAD Robust and easy to install, thanks to the increased geometry of the SKR hexagonal head.

CHARACTERISTICS FOCUS

screw for concrete

HEAD

hexagonal and countersunk

DIAMETER

from 7,5 to 12,0 mm

LENGTH

from 60 to 400 mm

MATERIAL Galvanized carbon steel. Versions in carbon steel with C4 EVO coating.

FIELDS OF USE Fastening of timber or steel elements to concrete supports. Service classes 1 and 2. Versions with C4 EVO coating allow the application in service class 3

232 | SKR | SKS | STRUCTURES

SKR - SKS GEOMETRY SKR

Tinst

SKS SW

tfix

d1 L t fix h 1 hnom d 0 df SW dk T inst

hnom

external diameter of anchor anchor length maximum fastening thickness minimum hole depth nominal anchoring depth hole diameter in the concrete support maximum hole diameter in the element to be fastened wrench size SKR SKS head diameter tightening torque

Tinst

CODES AND DIMENSIONS SKR - SKS SKR hexagonal head CODE SKR7560 SKR7580 SKR75100 SKR1080 SKR10100 SKR10120 SKR10140 SKR10160 SKR12100 SKR12120 SKR12140 SKR12160 SKR12200 SKR12240 SKR12280 SKR12320 SKR12400

tfix

h1,min

hnom

df timber

df steel

Tinst

[mm]

[Nm]

60 80 100 80 100 120 140 160 100 120 140 160 200 240 280 320 400

10 30 20 30 20 40 60 80 20 40 60 80 120 160 200 240 320

60 60 90 65 95 95 95 95 100 100 100 100 100 100 100 100 100

50 50 80 50 80 80 80 80 80 80 80 80 80 80 80 80 80

6 6 6 8 8 8 8 8 10 10 10 10 10 10 10 10 10

8 8 8 10 10 10 10 10 12 12 12 12 12 12 12 12 12

8-10 8-10 8-10 10-12 10-12 10-12 10-12 10-12 12-14 12-14 12-14 12-14 12-14 12-14 12-14 12-14 12-14

13 13 13 16 16 16 16 16 18 18 18 18 18 18 18 18 18

15 15 15 25 25 25 25 25 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

tfix

h1,min

hnom

df timber

Tinst

pcs

[mm]

7,5

60 80 100 120 140 160

10 30 20 40 60 80

60 60 90 90 90 90

50 50 80 80 80 80

6 6 6 6 6 6

8 8 8 8 8 8

13 13 13 13 13 13

7,5

pcs

SKS countersunk head CODE SKS7560 SKS7580 SKS75100 SKS75120 SKS75140 SKS75160

[Nm] TX40 TX40 TX40 TX40 TX40 TX40

CODES AND DIMENSIONS SKR - SKS | EVO VERSION

1002

CERTIFIED

C4 COATING

SKR EVO hexagonal head CODE SKREVO7560 SKREVO1080 SKREVO12100

50 50 50 50 50 50

COATING

tfix

h1,min

hnom

df timber

df steel

Tinst

pcs

[mm]

[Nm]

7,5 10 12

60 80 100

10 30 20

60 65 100

50 50 80

6 8 10

8 10 12

8-10 10-12 12-14

13 16 18

15 25 50

50 50 25

tfix

h1,min

hnom

df timber

Tinst

pcs

[mm]

7,5

80 100 120

30 20 40

60 90 90

50 80 80

6 6 6

8 8 8

13 13 13

SKS EVO countersunk head CODE SKSEVO7580 SKSEVO75100 SKSEVO75120

[Nm] TX40 TX40 TX40

50 50 50

STRUCTURES | SKR | SKS | 233

TECHNICAL FEATURES • • • •

• Electrogalvanized carbon steel • Through fastening • No fastener expansion

Suitable for uncracked concrete Hexagonal head of increased size Thread is suitable for dry fastening Double version: zinc plated and C4 EVO coating

ASSEMBLY

Drill a hole in rotary percussion mode

Clean the hole

SKR

SKS

Position the object to be fixed and install the screw with a pulse screw gun

Tinst

SKR

SKS

Ensure the anchor head is in complete contact with the object to be fixed

Tinst

SKR

SKS

Check the tightening torque Tinst

INSTALLATION c

s c hmin

SKR

SKS

Ø7,5

Ø10

Ø12

Ø7,5

[mm]

cmin,N

[mm]

Minimum thickness of concrete support

hmin

[mm]

100

110

130

100

Critical spacing

scr,N

[mm]

100

150

180

100

Critical edge distance

ccr,N

[mm]

Ø7,5

Ø10

Ø12

Ø7,5

Spacing and distances for tensile loads Minimum spacing

smin,N

Minimum edge distance

Spacing and distances for shear loads Minimum spacing

smin,V

[mm]

Minimum edge distance

cmin,V

[mm]

Minimum thickness of concrete support

hmin

[mm]

100

110

130

100

Critical spacing

scr,V

[mm]

140

200

240

140

Critical edge distance

ccr,V

[mm]

110

130

For spacing and distances smaller than the critical ones, strength values have to be reduced depending on the installation parameters.

234 | SKR | SKS | STRUCTURES

STATIC VALUES Valid for a single anchor in thickened C20/25 grade concrete with a thin reinforcing layer when spacing and edge-distance are not limiting parameters. ADMISSIBLE VALUES UNCRACKED CONCRETE

SKR

SKS

tension

shear(1)

head pull-through

N1,rec

Vrec

N2,rec

[kN]

7,5

2,13

2,50

1,19 (2)

6,64

6,65

1,86 (2)

8,40

8,18

2,83 (2)

7,5

2,13

2,50

0,72

NOTES:

GENERAL PRINCIPLES:

(1) When evaluating the anchor global-strength, the shear strength on the el-

• Recommended admissible shear and tensile values are compliant with Certificate Nr. 2006/5205/1 released from Politecnico di Milano and obtained by considering a safety factor of 4 for the failure load.

ement to be fastened (e.g. timber, concrete, ...) must be considered separately based on the material adopted. (2) All values refer to SKR installed with DIN 9021 (ISO 9073) washer.

STRUCTURES | SKR | SKS | 235

SKR-E | SKS-E

R120

SEISMIC C2

ETA-19/0100

SCREW ANCHOR FOR CONCRETE CE1 SEISMIC PERFORMANCE Certified for applications on cracked and non-cracked concrete and in performance class for seismic actions C1 (M10-M16) and C2 (M12-M16).

IMMEDIATE STRENGTH Its operating principle allows the load to be applied after zero waiting times.

FIRE RESISTANCE Certified for fire exposure class R120 according to Technical Report TR 020.

CHARACTERISTICS FOCUS

screw for concrete

HEAD

hexagonal and countersunk

DIAMETER

from 7,5 to 16,0 mm

LENGTH

from 60 to 400 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE Fastening of timber or steel elements to concrete supports. Service classes 1 and 2.

236 | SKR-E | SKS-E | STRUCTURES

SKR-E | SKS-E GEOMETRY SKR-E

Tinst

SKS-E SW

tfix

d1 L t fix h 1 hnom hef d 0 df SW dk T inst

L d1

hef

hnom

external diameter of anchor anchor length maximum fastening thickness minimum hole depth nominal anchoring depth effective anchor depth hole diameter in the concrete support maximum hole diameter in the element to be fastened wrench size SKR-E SKS-E head diameter tightening torque

CODES AND DIMENSIONS SKR-E hexagonal head with mock washer CODE SKR8100CE

tfix

h1,min

hnom

hef

Tinst

[mm]

[Nm]

100

SKR1080CE SKR10100CE

pcs

SKR10120CE

120

SKR1290CE

100

SKR12110CE

110

100

SKR12150CE SKR12210CE

150

100

210

130

100

SKR12250CE

250

170

100

SKR12290CE

290

210

100

130

140

110

160

SKR16130CE

SKS-E countersunk head CODE

tfix

h1,min

hnom

hef

Tinst

pcs

[mm]

SKS75100CE

100

TX30

[Nm] 20

SKS10100CE

100

TX40

STRUCTURES | SKR-E | SKS-E | 237

TECHNICAL FEATURES • Fire resistance R120 • Through fastening • No fastener expansion

• CE option 1 for cracked and uncracked concrete • Seismic performance category C1 (M10-M16) and C2 (M12-M16) • Electrogalvanized carbon steel • Flanged head with self-locking knurling (SKR-E)

ASSEMBLY

Drill a hole in rotary percussion mode

Clean the hole

SKR-E

SKS-E

Position the object to be fixed and install the screw with a pulse screw gun

Tinst

SKR-E

SKS-E

Make certain that the screw head is in complete contact with the object to be fixed

INSTALLATION

SKR-E

SKS-E

Check the tightening torque Tinst

s c hmin

SKR-E/SKS-E Spacing and minimum distances

Ø8

Ø10

Ø12

Ø16

Minimum spacing

smin

[mm]

Minimum edge distance

cmin

[mm]

Minimum thickness of concrete support

hmin

[mm]

100

110

130

170

Ø8

Ø10

Ø12

Ø16

Spacing and critical distances Critical spacing

Critical edge distance

(1)

[mm]

144

168

192

255

scr,sp(2)

[mm]

160

175

195

255

ccr,N(1)

[mm]

128

ccr,sp(2)

[mm]

130

scr,N

For spacing and distances smaller than the critical ones, strength values have to be reduced depending on the installation parameters.

238 | SKR-E | SKS-E | STRUCTURES

STATIC VALUES Valid for a single anchor in thickened C20/25 grade concrete with a thin reinforcing layer when spacing and edge-distance are not limiting parameters.

CHARACTERISTIC VALUES UNCRACKED CONCRETE tension(3) NRk,p

shear(4) γ Mp

VRk,s

[kN]

SKR-E

SKS-E

CRACKED CONCRETE tension(3) γ Ms

[kN]

NRk,p

shear γ Mp

VRk,s/Rk,cp

[kN]

γ Ms,Mc

[kN]

2,1

9,4

1,5

2,1

9,4(4)

1,5

1,8

20,1

1,5

7,5

1,8

15,1(5)

1,5

2,1

32,4

1,5

2,1

32,4(4)

1,5

2,1

56,9

1,5

2,1

56,4(5)

1,5

2,1

9,4

1,5

2,1

9,4(4)

1,5

1,8

20,1(4)

1,5

1,8

20,1

1,5

7,5

incremental factor for NRk,p(6) C30/37 Ψc

1,22

C40/50

1,41

C50/60

1,58

NOTES:

GENERAL PRINCIPLES:

(1) Concrete cone failure mode.

• Characteristic values according to ETA-19/0100.

(2) Splitting failure mode.

• Design values can be obtained from characteristic values as follows: Rd = Rk /γM.

(3) Pull-out failure mode. (4) Steel failure mode (V

Rk,s). (5) Pry-out failure mode (V Rk,cp). (6) Tensile-strength increment factor (excluding steel failure).

Coefficients γM are listed in the table in accordance with the failure characteristics and product certificates. • For the calculation of anchors with reduced spacing, or too close to the edge, please refer to ETA. Similarly, in case of fastening on concrete-supports with a better-grade, limited thickness or a thick reinforcing layer please see ETA. • When designing anchors under seismic load please refer to the ETA referral document and information in the EOTA Technical Report 045. • For the calculation of anchors subjected to fire refer to the ETA and the Technical Report 020.

STRUCTURES | SKR-E | SKS-E | 239

OUTDOOR

KKT COLOR A4 | AISI316

FLAT | FLIP

CONE-SHAPED CONCEALED HEAD SCREW . . . . . . . . . . . . . . . . 256

CONNECTOR FOR DECKING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 296

KKT A4 | AISI316

TVM

CONE-SHAPED CONCEALED HEAD SCREW . . . . . . . . . . . . . . . . 260

CONNECTOR FOR DECKING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 300

KKT COLOR

GAP

CONE-SHAPED CONCEALED HEAD SCREW . . . . . . . . . . . . . . . . 264

CONNECTOR FOR DECKING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 304

KKZ A2 | AISI304

TERRALOCK

COUNTERSUNK CYLINDRICAL HEAD SCREW. . . . . . . . . . . . . . . 268

CONNECTOR FOR DECKING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 308

KWP A2 | AISI305

GROUND COVER

CYLINDRICAL HEAD SCREW FOR WPC BOARDS . . . . . . . . . . . . 270

ANTI-VEGETATION TARP FOR SUBSTRATES. . . . . . . . . . . . . . . . . 312

KKA AISI410

NAG

SELF-DRILLING SCREW TIMBER-TO-TIMBER | TIMBER-TO-ALUMINIUM . . . . . . . . . . . . . 272

LEVELING PAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 313

KKA COLOR

GRANULAR RUBBER SUBSTRATE. . . . . . . . . . . . . . . . . . . . . . . . . . 314

SELF-DRILLING SCREW FOR ALUMINIUM. . . . . . . . . . . . . . . . . . . 274

EWS CONVEX HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 276

KKF AISI410 PAN HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 280

SCI A4 | AISI316 COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 284

SCI A2 | AISI305 COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 286

SCA A2 | AISI304 COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 290

HBS PLATE EVO PAN HEAD SCREW FOR PLATES. . . . . . . . . . . . . . . . . . . . . . . . . . . 292

HBS EVO COUNTERSUNK SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 293

TBS EVO OUTDOOR SCREW, FLANGE HEAD. . . . . . . . . . . . . . . . . . . . . . . . 294

VGZ EVO

GRANULO TERRA BAND UV BUTYL ADHESIVE TAPE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 316

PROFID SPACER PROFILE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 317

JFA ADJUSTABLE SUPPORT FOR TERRACES. . . . . . . . . . . . . . . . . . . . 318

SUPPORT ADJUSTABLE SUPPORT FOR TERRACES. . . . . . . . . . . . . . . . . . . . 322

ALU TERRACE ALUMINIUM PROFILE FOR PATIOS. . . . . . . . . . . . . . . . . . . . . . . . . 328

STAR STAR FOR DISTANCES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334

CRAB MINI PATIO CLAMP. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334

SHIM LEVELLING WEDGES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335

BROAD COUNTERBORE CUTTER FOR KKT, KKZ, KKA . . . . . . . . . . . . . . . 335

FULL THREAD SCREW WITH CYLINDRICAL HEAD . . . . . . . . . . . 295

OUTDOOR | 243

WOOD SPECIES ORIGIN AND DENSITY

500

L ar

Fagu s

ne P i tr is es y lv

550

rc us

650 750

O tr a a k ea

850 950 1050

ix d L a r e c ch idu a

1150

APPROXIMATE DENSITY [Kg/m3]

ED EAT TR ATe HE ru c S p b ies a ea Pi c

450

Bee s y lv a c h ti c a

Ash Fraxinus excelsior

2 3

THE

ATED EGN Pi n e is e s tr s y lv s u Pi n

PR A L IM

Wo o

l as

ti c

Co W mp P C o si te

ET AC

E AT L Y

244 | WOOD SPECIES | OUTDOOR

Pin Pi n e us syl

s tr

There is an appropriate timber cladding for each environment: the variety of wood species makes it possible to perfectly meet the design and aesthetic requirements.

APPROXIMATE DENSITY 300-550 [kg/m3]

350

400

r da s Ce e d r u C 6

450 500

550

h L a rc x L ari

co O te co a r te ub a ra M il 2 i ci a Iro exc ko els a 5

Okoumé Aucoumea klaineana

ch l ar a a n iric e ri si b S i b r ix La ne pi a y i at re d te s ra on u M Pi n

ce S p ru a b ie s a e c Pi

Do u P se g l a s udo fir t su ga

600

650 700

750 800

APPROXIMATE DENSITY 550-800 [kg/m3]

nzi

e si i

Enta n

drop Sapele hr c y li n a g m a dricu m 4

A sh ea tr e sp a Quercu p

eto Tc

ak Te is d n ra ag

ga i l i n ch i i B rri de di

3 4

APPROXIMATE DENSITY 800-1000 [kg/m3]

850 900 950 1000

7 3 7

s p tu a ly ptu s c Eu a ly c Eu

i n ia

co r

l uc

It a M e ub a zila uru s it M au I n e rb ba ts a ia u bi ju ga

us erc

k Oa a e a e tr

Ba g u s r a lo ia n cu en s si s

Bla p se c k l o c u do u aca st ci a

Beech Quercus petraea

Ro b

Po xy to

pt er

ai ng i g a n ga ela a M e lag nm

y x Cu m o d ar or u at a

Ip Tabeb e uia

6 3 2

a n d ub a Massar ntata ra bide Manilka

1050

Wengé Millettia laur en

tii

B an S h o gkira i re a gla uca 6 Ba m Ba b m oo bu se ae 6

6 3

a Garap leiocarpa ia Apule

1100 1150 1200 1250

APPROXIMATE DENSITY > 1000 [kg/m3]

1300 1350

3 2

This list is not intended to be exhaustive, but merely to provide some indications regarding the most common types of wood.

OUTDOOR | WOOD SPECIES | 245

SELECTION OF THE FASTENING ENVIRONMENT

austenitic stainless steel A4

APPLICATION

KKT A4 KKT A4 color COLOR

KKT A4

SCI A4

austenitic stainless steel A2

KKZ A2

KWP A2

EWS A2

KWP A2 EWS A2

SCI A2

martensitic stainless steel AISI 410

SCA A2

horizontal cladding (e.g. patio) vertical cladding (e.g. façade)

CORROSION CLASS ENVIRONMENTAL (EN 12944) C1 indoor environments C2 rural areas C3 urban and industrial environments C4 industrial and coastal areas C5 areas with aggressive atmospheres

ENVIRONMENT SERVICE CLASS Service class 1 Service class 2 Service class 3 NOTES: * Coating equivalent to Fe/Zn 25c

WOOD USE CLASS Use class 1 Use class 2 Use class 3 Use class 4 Use class 5

LEGEND:

use allowed use not allowed but possible with specific precautions use not recommended

246 | SELECTION OF THE FASTENING | OUTDOOR

SBS A2

KKA AISI KKF AISI EWS AISI SHS AISI KKA KKF EWS SHS 410 410 410 410 AISI 410 AISI 410 AISI 410 AISI 410

The work is inserted in a context which cannot be ignored and with which it interacts: understanding the location and use of the timber cladding is fundamental for selecting appropriate fastenings that guarantee performance over time.

carbon steel with C4 EVO coating

carbon steel with organic coating

EN 1995-1-1 ENVIRONMENT SERVICE CLASSES CLASS 1: temperature 20°C/65% humidity u ≈ 12% all internal rooms CLASS 2: temperature 20°C/85% humidity u ≈ 18% elements protected from direct exposure to weather CLASS 3: climate more humid than class 2 humidity u > 20% “wet” elements

HBS P HBS P EVO EVO

HBS HBS EVO EVO

TBS TBS EVO EVO

VGZ VGZ EVO EVO

KKT COLOR

KKT color

KKA KKA color COLOR

EN 335 WOOD USE CLASSES CLASS 1 Where the wood is inside a building, not exposed to weather.

CLASS 2 Where the wood is protected and not exposed to weather, but where high ambient humidity may occur.

CLASS 3 Where the wood-based material is not in direct contact with the ground and is exposed to weather.

CLASS 4 Where the wood is in direct contact with the ground and fresh water.

CLASS 5 Where the wood is permanently or regularly immersed in salt water.

OUTDOOR | SELECTION OF THE FASTENING | 247

SELECTION OF THE FASTENING SCREWING WOODS 400

500

600

700

800

A4 | AISI 316

kg/m3

KKT SCI

A2 | AISI304 - AISI305

KKZ KWP EWS SCI

EWS KKF

KKT

LEGEND:

without pre-drilling hole with pre-drilling hole

ITAUBA

TEAK

PRE-DRILLING HOLES DIAMETER: ØSCREW

[mm]

ØPRE-DRILLING HOLE [mm]

248 | SELECTION OF THE FASTENING | OUTDOOR

OAK IROKO

SIBERIAN LARCH

ASH, HEAT-TREATED

LARCH

HBS P EVO

PINE, HEAT-TREATED

CARBON STEEL

AISI410

SCA

3,5

4,0

4,5

5,0

6,0

8,0

TESTING CAMPAIGN ON WOODS OF DIFFERENT SPECIES AND DENSITIES

WPC

WPC 1000

1000

BAMBOO, HEAT-TREATED

1200

MASSARANDUBA

1100

IPE

1000

MELAGANGAI

BANGKIRAI

900

1100

1200

WPC 1200

WOODS 800

NOTES: • Screw connections made with 5 x 50 mm screws on substructures of different densities.

• The bars on the graph indicate the limit for correct screw operation in terms of tightening integrity and effectiveness; using a higher density substructure or choosing a longer thread may have a positive effect on fastener performance.

OUTDOOR | SELECTION OF THE FASTENING | 249

SELECTION OF THE FASTENING DECORATIVE HEAD FINISH

WOODS 400

500

600

700

800

A4 | AISI 316

kg/m3

KKT SCI

A2 | AISI304 - AISI305

KKZ KWP EWS SCI

EWS KKF

KKT

LEGEND:

excellent finish good finish counterbore cutter recommended

250 | SELECTION OF THE FASTENING | OUTDOOR

ITAUBA

TEAK

IROKO

OAK

SIBERIAN LARCH (1)

ASH, HEAT-TREATED (2)

LARCH

HBS P EVO

PINE, HEAT-TREATED

CARBON STEEL

AISI410

SCA

TESTING CAMPAIGN ON WOODS OF DIFFERENT SPECIES AND DENSITIES

WPC 1100

WPC 1000

1000

BAMBOO, HEAT-TREATED

1200

MASSARANDUBA (1)

1100

IPE (1)

MELAGANGAI

BANGKIRAI (1)

1000

1200

WPC 1200

WOODS 900

NOTES: Screwing operations performed without a counterbore cutter and with predrill, as outlined in the previous graph.

(1) Knurled planking surface. (2) Possible brittle fractures due to material heat treatment.

OUTDOOR | SELECTION OF THE FASTENING | 251

CORROSION TYPES AND TRIGGERING FACTORS The corrosion phenomenon involves an electrochemical interaction between a metal and its environment and can lead to degradation of the material and its properties. Although associated with material degradation, corrosion is not in itself negative. In some cases, for example, it enables metals to form a patina to protect them from further corrosion. This is the case with stainless steel or COR-TEN steel.

GENERALISED CORROSION This is the corrosion that affects most metal surfaces exposed to an aggressive environment. A distinction must be made between uniform and uneven generalised corrosion: in the first case, penetration is the same over the entire surface while, in the second, the profile may be more or less regular.

LOCALISED CORROSION - PITTING Pitting corrosion occurs with extremely localised attacks, called pits; from the surface, such pitting penetrates the thickness of the metal very quickly. Pit sizes range from a few tens of microns to a few millimetres; they are triggered and propagate at individual points, leaving most of the metal surface exposed to the environment unaltered.

LOCALISED - CREVICE CORROSION In general, the presence of crevices or surface parts not openly exposed to the environment is always an aggravating factor for corrosion; the expression "crevice corrosion" highlights the contribution the geometric component — in the form of crevices or, more generally, of shielded areas — makes to corrosion. Corrosion is caused in cracks — those interstices that allow the aggressive environment to enter and yet are so narrow as to render negligible any diffusive, convective motion between the inside and outside. Openings ranging from a few hundredths to a few tenths of a millimetre prove critical.

252 | CORROSION | OUTDOOR

In the analysis of corrosion, as for any chemical reaction, the speed of the reaction must also be taken into account. In fact, it is not only important to understand whether or not there may be corrosion, but also how long it takes for it to produce significant degradation of the material.

ADDITIONAL POSSIBLE CORROSION FACTORS

GALVANIC COUPLING

Nickel-Chrome_Mo Alloys Titanium, Silver, Graphite Graphite, Gold, Platinum

Nickel copper alloys

Bronzes, cupro-nickels

Copper

Brasses, nickel silvers

Nickel

Lead, tin and alloys

Stainless steels

Cast iron

Steel-carbon

Cadmium

Alluminium & alloys

Zinc & alloys

Metal Corroding

Magnesium & alloys

Contact Metal

This occurs when metals of different nobility are placed into contact with one another and are both immersed in an electrolyte.

HUMIDITY IN THE WOOD

Magnesium & alloys Zinc & alloys Alluminium & alloys Cadmium Steel-carbon Cast iron Stainless steels

PH OF THE WOOD

Lead, tin and alloys Nickel Brasses, nickel silvers Copper Bronzes, cupro-nickels Nickel copper alloys Nickel-Chrome_Mo Alloys Titanium, Silver, Graphite Graphite, Gold, Platinum

PROTECTIVE TREATMENTS

FIREPROOFING OR FLAME-RETARDANT TREATMENTS

To achieve effective corrosion protection, careful design of connection and construction details is essential. Careful consideration must be given to environmental conditions such as humidity, temperature, exposure of the wood, marine air pollution, the presence of chemicals and the type of wood. It is generally impossible to determine — in advance and beyond a shadow of a doubt — where the corrosion will take place and (in some cases) by what mechanism, as it is a statistical phenomenon.

USE OF FERTILIZERS, DETERGENTS, THAWING SALTS OR FUNGICIDES

In order to find the best solution to protect the connectors from corrosion, the ideal approach involves the following steps: 1. Analysis of the working environment and environmental conditions; 2. Analysis of the most likely or predominant phenomenon; 3. Selection of the best material taking into account the two previous points; 4. Periodic monitoring.

INSTALLATION GEOMETRY

OUTDOOR | CORROSION | 253

C4 EVO COATING Is a multilayer coating composed of: • An external functional layer of epoxy matrix with aluminium flakes of around 15-20 μm, which gives the coating optimum resistance to mechanical and thermal stresses. The aluminium flakes also serve, when required, as sacrificial cathodes for the metal base of the screw. • A central binding layer for the external functional layer. • A internal layer of around 4 μm zinc microns which acts as an additional layer of corrosion resistance.

EXPERIMENTAL TESTING OF SCREWS CORROSION PERFORMANCE Rothoblaas has conducted numerous experimental tests to evaluate the performance of its connectors under a wide range of exposure conditions and to estimate their resistance to corrosion. Since there is no single test capable of determining the medium-to-long term corrosion resistance of a metal fastener installed in timber elements, reference was made to the following test protocols so as to characterise corrosion performance using different approaches and test methods.

TEST PROTOCOLS: SALT SPRAY

UNI EN ISO 9227:2012 Corrosion tests in artificial atmospheres Salt spray tests HBS EVO

HBS P EVO

TBS EVO

VGZ EVO

SULPHURIC OXIDE EXPOSURE

UNI EN ISO 6988:1998 Metallic and other non-organic coatings Sulfur dioxide test with general condensation of moisture.

CONTINUOUS CONDENSATION

Aluminium Organic matrix

C4 EVO COATING

COATING

Cohesion layer

PROHESION

SALT SPRAY

SCREW BODY

Zn - Zinc Fe - Carbon Steel

UNI EN ISO 6270-2:2005 Paints and varnishes - Determination of resistance to humidity. Part 2: Procedure for exposing test specimens in condensation-water atmospheres.

ASTM G85-A5:2011 Standard Practice for Modified Salt Spray (Fog) Testing Annex A5, dilute electrolyte cyclic fog dry test

CYCLING TESTING

UNI EN ISO 9227:2012

UNI EN ISO 11997-1:2006 Paints and varnishes - Determination of resistance to cyclic corrosion conditions Part 1: Wet (salt fog)/dry/ humidity + ASTM B571:2013 Standard Practice for Qualitative Adhesion Testing of Metallic Coatings

t = 0h

254 | C4 EVO COATING | OUTDOOR

t = 1440h

MATERIALS AND COATINGS

KKT A4 AISI 316 (A4)

KKT A4 color

SCI A4

CORROSION RESISTANCE

THE RIGHT FASTENER FOR EVERY APPLICATION

KWP AISI 305 (A2) SCI A2

AUSTENITIC

EWS A2 SCA A2 AISI 304 (A2) KKZ A2 KKZ BRONZE A2

STAINLESS STEEL

AISI 304 (A2) and carbon steel (tip)

SBS

KKF AISI 410 EWS AISI 410

MARTENSITIC

AISI 410 KKA AISI 410 SHS AISI 410

HBS EVO

C4 EVO ANTI-CORROSION COATING

HBS P EVO TBS EVO

CARBON STEEL

ORGANIC ANTI-CORROSION COATING

KKT

KKAN

ZINC PLATED

HBS

MECHANICAL STRENGTH

VGZ EVO

OUTDOOR | MATERIALS AND COATINGS | 255

KKT COLOR A4 | AISI316

BIT INCLUDED

AISI 316

EN 14592

CONE-SHAPED CONCEALED HEAD SCREW COLOURED HEAD Version in A4 | AISI316 stainless steel with brown, grey or black coloured head. Excellent camouflaging with wood. Ideal for very aggressive environments and for chemically treated woods (acetylation).

COUNTER THREAD The inverse (left-hand) under-head thread guarantees excellent grip. Small conical head to ensure it is hidden in the timber.

TRIANGULAR BODY The three-lobed thread makes it possible to cut the wood grain during screwing. Exceptional timber pull-through.

CHARACTERISTICS FOCUS

excellent grip

HEAD

conical, coloured countersunk

DIAMETER

5,0 mm

LENGTH

from 40 to 70 mm

MATERIAL A4 | AISI316 austenitic stainless steel with coloured organic coating.

FIELDS OF USE Outdoor use in highly aggressive environments. Wooden boards with density of < 550 kg/m3 (without pre-drill) and < 880 kg/m3 (with predrill). WPC boards (with pre-drill). Suitable for service classes 1-2-3.

256 | KKT COLOR A4 | AISI316 | OUTDOOR

GEOMETRY AND MECHANICAL CHARACTERISTICS A

d2 d1

dk ds

b L

Nominal diameter

[mm]

5,10

Head diameter

[mm]

6,75

Tip diameter

[mm]

3,40

Shank diameter

[mm]

4,05

Pre-drilling hole diameter(1)

[mm]

3,0 - 4,0

Characteristic yield moment

My,k

[Nm]

5,84

Characteristic withdrawal-resistance parameter

fax,k

[N/mm2]

13,7 350

Notched tip

single

Associated density

ρa

[kg/m3]

Characteristic head-pull-through parameter

fhead,k

[N/mm2]

23,8

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

7,8

(1) For

high density materials, pre-bored holes are recommended based on the wood species.

CODES AND DIMENSIONS d1

CODE

[mm] KKT540A4M 5 TX 20

[mm]

pcs

200

CODE

[mm]

KKT550A4N

200

KKT560A4N

200

[mm]

KKT550A4M

200

KKT560A4M

200

KKT570A4M

100

CODE

pcs

[mm] 5 TX 20

L [mm]

[mm]

KKT550A4G

200

KKT560A4G

200

5 TX 20

pcs

CARBONIZED WOOD Ideal for fastening wooden planks with a burnt effect. Can also be used with acetylate-treated woods.

OUTDOOR | KKT COLOR A4 | AISI316 | 257

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE

[mm]

a3,t

[mm]

a3,c

[mm]

a4,t

[mm]

a4,c

[mm]

3∙d

[mm]

12∙d

5∙d

[mm]

5∙d

a3,t

[mm]

15∙d

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

10∙d

a4,c

[mm]

5∙d

4∙d

3∙d

4∙d

12∙d

7∙d

3∙d

7∙d

3∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

d = 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 compliant with EN 1995:2014 considering a timber characteristic density of ρk ≤ 420 kg/m3 and calculation diameter of d = nominal screw diameter. • The minimum spacing for all steel-to-timber connections (a1 , a2) can be multiplied by a coefficient of 0,7.

258 | KKT COLOR A4 | AISI316 | OUTDOOR

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

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR timber-to-timber without pre-drilling hole

geometry

TENSION timber-to-timber with pre-drilling hole

thread withdrawal(1)

head pull-through including upper thread withdrawal (2)

legno-legno con preforo A L b

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

RV,k

Rax,k

Rhead,k

[kN]

1,08

1,35

1,98

1,25

1,16

1,40

2,77

1,25

1,24

1,53

3,17

1,25

1,35

1,70

3,96

1,25

NOTES:

GENERAL PRINCIPLES:

(1) T he axial thread withdrawal resistance was calculated considering a 90° an-

• Characteristic values according to EN 1995:2014.

gle between the grain and the connector and for a fixing length of b. (2) The axial resistance to head pull-through was calculated using timber ele-

ments also considering the underhead thread.

• 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 according to CE marking according to EN 14592. • For the calculation process a timber characteristic density ρk = 420 kg/m3 has been considered. • Values were calculated considering the threaded part as being completely inserted into the wood. • Dimensioning and verification of the timber elements must be carried out separately.

OUTDOOR | KKT COLOR A4 | AISI316 | 259

KKT A4 | AISI316

BIT INCLUDED

AISI 316

EN 14592

CONE-SHAPED CONCEALED HEAD SCREW AGGRESSIVE ENVIRONMENTS Version in A4 | AISI316 stainless steel, ideal for very aggressive environments and for chemically treated woods (acetylation). KKT X version with short length and long bit for use with clips.

COUNTER THREAD The inverse (left-hand) under-head thread guarantees excellent grip. Small conical head to ensure it is hidden in the timber.

TRIANGULAR BODY The three-lobed thread makes it possible to cut the wood grain during screwing. Exceptional timber pull-through.

CHARACTERISTICS FOCUS

excellent grip

HEAD

conical, countersunk

DIAMETER

5,0 mm

LENGTH

from 20 to 80 mm

MATERIAL A4 | AISI316 austenitic stainless steel.

260 | KKT A4 | AISI316 | OUTDOOR

GEOMETRY AND MECHANICAL CHARACTERISTICS A

ds d2 d1

d2 d1 dk

dk ds

b L

KKT A4 | AISI316

KKT X A4 | AISI316

Nominal diameter

[mm]

5,1

Head diameter

[mm]

6,75

Tip diameter

[mm]

3,40

Shank diameter

[mm]

4,05

[mm]

3,0 - 4,0

single(2)

Pre-drilling hole

diameter(1)

Notched tip Characteristic yield moment Characteristic withdrawal-resistance parameter

My,k

[Nm]

5,84

fax,k

[N/mm2]

13,7

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter

fhead,k

[N/mm2]

23,8

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

7,8

(1) For (2)

high density materials, pre-bored holes are recommended based on the wood species. Notch present only for screws with L > 25 mm.

CODES AND DIMENSIONS KKT A4 | AISI316 d1

CODE

[mm] KKT540A4 5 TX 20

KKT X A4 | AISI316 L

[mm]

pcs

CODE

[mm]

pcs

200

KKTX520A4( * ) KKTX525A4( * )

200

KKTX530A4( * )

200

KKTX540A4

200

KKT550A4

200

KKT560A4

200

KKT570A4

100

KKT580A4

100

5 TX 20

200

(*)

Not holding CE marking. Full threaded screw.

LONG BIT INCLUDED code TX2050

KKT X Ideal for fastening standard Rothoblaas clips (TVM, TERRALOCK) in outdoor environments. Long bit included in each package.

OUTDOOR | KKT A4 | AISI316 | 261

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE

[mm]

5∙d

4∙d

[mm]

3∙d

4∙d

a3,t

[mm]

12∙d

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

7∙d

a4,c

[mm]

3∙d

[mm]

12∙d

5∙d

[mm]

5∙d

a3,t

[mm]

15∙d

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

10∙d

a4,c

[mm]

5∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

d = 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

262 | KKT A4 | AISI316 | OUTDOOR

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

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

KKT A4 | AISI316

SHEAR timber-to-timber without pre-drilling hole

geometry

TENSION timber-to-timber with pre-drilling hole

thread withdrawal(1)

head pull-through including upper thread withdrawal (2)

legno-legno con preforo A L b

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

RV,k

Rax,k

Rhead,k

[kN]

1,08

1,35

1,98

1,25

1,16

1,40

2,77

1,25

1,24

1,53

3,17

1,25

1,35

1,70

3,96

1,25

1,65

1,91

4,20

1,25

KKT X A4 | AISI316

SHEAR

geometry

intermediate steel-to-timber plate (3)

thread withdrawal(1)

Splate

L b

RV,k

Rax,k

[mm]

[kN]

SPLATE = 3,0 mm

d1 [mm]

0,71

1,27

0,87

1,66

1,05

2,06

1,40

2,85

NOTES:

GENERAL PRINCIPLES:

(1) T he axial thread withdrawal resistance was calculated considering a 90° an-

• Characteristic values according to EN 1995:2014.

gle between the grain and the connector and for a fixing length of b. (2) The axial resistance to head pull-through was calculated using timber ele-

ments also considering the underhead thread. (3) The shear resistance characteristics are calculated considering the case of an intermediate plate (0,5 d1 ≤ SPLATE ≤ d1).

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

Rd =

Rk kmod γm

OUTDOOR | KKT A4 | AISI316 | 263

KKT COLOR

BIT INCLUDED

EN 14592

CONE-SHAPED CONCEALED HEAD SCREW COLOURED COATING Carbon steel version with coloured anti-rust coating (brown, grey, green, sand and black) for outdoor use in service class 3.

COUNTER THREAD The inverse (left-hand) under-head thread guarantees excellent grip. Small conical head to ensure it is hidden in the timber.

TRIANGULAR BODY The three-lobed thread makes it possible to cut the wood grain during screwing. Exceptional timber pull-through.

CHARACTERISTICS FOCUS

complete range of colours

HEAD

conical, countersunk

DIAMETER

5,0 | 6,0 mm

LENGTH

from 40 to 120 mm

MATERIAL Carbon steel with coloured organic anti-rust coating.

FIELDS OF USE Outdoor use. Wooden boards with density of < 780 kg/m3 (without pre-drill) and < 880 kg/m3 (with pre-drill). WPC boards (with pre-drill). Suitable for service classes 1-2-3.

264 | KKT COLOR | OUTDOOR

GEOMETRY AND MECHANICAL CHARACTERISTICS A

d2 d1

dk ds

b L

Nominal diameter Head diameter Tip diameter Shank diameter Pre-drilling hole diameter(1) Notched tip Characteristic yield moment Characteristic withdrawal-resistance parameter Associated density Characteristic head-pull-through parameter Associated density Characteristic tensile strength (1)

d1 dK d2 dS dV

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

5,10 6,75 3,40 4,05 3,0 - 4,0 double

6,00 7,75 3,90 4,40 4,0 - 5,0 double

My,k

[Nm]

8,42

9,97

fax,k

[N/mm2]

14,7

ρa

[kg/m3]

400

fhead,k

[N/mm2]

68,8

20,1

ρa ftens,k

[kg/m3]

730 9,6

350 14,5

[kN]

For high density materials, pre-bored holes are recommended based on the wood species.

CODES AND DIMENSIONS d1 [mm]

5 TX 20

6 TX 25

d1 [mm]

5 TX 20

CODE KKTM540 KKTM550 KKTM560 KKTM570 KKTM580 KKTM660 KKTM680 KKTM6100 KKTM6120 CODE KKTG540 KKTG550 KKTG560 KKTG570 KKTG580

L [mm] 43 53 60 70 80 60 80 100 120

b [mm] 25 35 40 50 53 40 50 50 60

A [mm] 16 18 22 27 35 20 30 50 60

L [mm] 43 53 60 70 80

b [mm] 25 35 40 50 53

A [mm] 16 18 22 27 35

pcs 200 200 200 100 100 100 100 100 100

d1 [mm] 5 TX 20 d1 [mm] 5 TX 20 d1 [mm]

pcs 200 200 200 100 100

5 TX 20 (*)

CODE KKTV550 KKTV560 KKTV570 CODE KKTS550 KKTS560 KKTS570 CODE KKTN540( * ) KKTN550 KKTN560

L [mm] 53 60 70

b [mm] 35 40 50

A [mm] 18 22 27

L [mm] 53 60 70

b [mm] 35 40 50

A [mm] 18 22 27

L [mm] 40 53 60

b [mm] 36 35 40

A [mm] 16 18 22

pcs 200 200 100 pcs 200 200 100 pcs 200 200 200

Full threaded screw.

KKT N Ideal for fastening standard Rothoblaas clips (TVM, TERRALOCK) in outdoor environments. Bit included in each package.

OUTDOOR | KKT COLOR | 265

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

SCREWS INSERTED WITH PRE-DRILLING HOLE 5

4∙d

[mm]

3∙d

4∙d

a3,t

[mm]

12∙d

7∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

7∙d

a4,c

[mm]

3∙d

[mm]

5∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 5

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

[mm]

12∙d

5∙d

[mm]

5∙d

a3,t

[mm]

15∙d

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

10∙d

a4,c

[mm]

5∙d

d = 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

266 | KKT COLOR | OUTDOOR

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

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

KKT

SHEAR timber-to-timber without pre-drilling hole

geometry

TENSION timber-to-timber with pre-drilling hole

thread withdrawal(1)

head pull-through including upper thread withdrawal (2)

legno-legno con preforo

A L b

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

RV,k

Rax,k

Rhead,k

[kN]

1,03

1,35

1,91

1,05

1,13

1,47

2,67

1,05

1,20

1,57

3,06

1,05

1,31

1,73

3,82

1,05

1,51

1,91

4,05

1,05

1,35

1,79

3,67

1,40

1,59

2,14

4,59

1,40

100

1,94

2,26

4,59

1,40

120

1,94

2,26

5,50

1,40

KKTN540

SHEAR

TENSION

geometry

intermediate steel-to-timber plate (3)

thread withdrawal(1)

RV,k

Rax,k

Splate

L b

[mm]

[kN] SPLATE = 3,0 mm

[kN] 1,49

2,75

NOTES: (1) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b. (2) The axial resistance to head pull-through was calculated using timber elements also considering the underhead thread. A characteristic headpull-through parameter equal to 20 N/mm2 with associated density ρa = 350 kg/m3 is considered in the calculation phase for the Ø5 diameter. (3)The shear resistance characteristics are calculated considering the case of

an intermediate plate (0,5 d1 ≤ SPLATE ≤ d1).

GENERAL PRINCIPLES:

• For the calculation process a timber characteristic density ρk = 420 kg/m3 has been considered. • Values were calculated considering the threaded part as being completely inserted into the wood. • Dimensioning and verification of timber elements and steel plates must be carried out separately. • The KKT screws with double thread are mainly used for timber to timber joints. • The KKT total thread screws are mainly used for steel plates (e.g. FLAT patio system).

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

Rd =

Rk kmod γm

OUTDOOR | KKT COLOR | 267

KKZ A2 | AISI304

BIT INCLUDED

AISI 304

EN 14592

COUNTERSUNK CYLINDRICAL HEAD SCREW HARD WOODS Special tip with sword-shaped geometry specially designed to efficiently drill very high density woods without pre-drill (with pre-drill, over 1000 kg/m 3).

DOUBLE THREAD The larger diameter right-hand under-head thread ensures an effective grip, guaranteeing good coupling of the wooden elements. Concealed head.

BURNISHED VERSION Available in a version in antique-burnished stainless steel, ideal to guarantee superb camouflaging in the wood.

CHARACTERISTICS FOCUS

exceptional hardwood perforation

HEAD

cylindrical, countersunk

DIAMETER

5,0 mm

LENGTH

from 50 to 70 mm

MATERIAL A2 | AISI304 austenitic stainless steel.

FIELDS OF USE Outdoor use in highly aggressive environments. Wooden boards with density of < 780 kg/m3 (without pre-drill) and < 1240 kg/m3 (with predrill). WPC boards (with pre-drill). Suitable for service classes 1-2-3.

268 | KKZ A2 | AISI304 | OUTDOOR

GEOMETRY A ds d2 d1

dk t1

b2 L

Nominal diameter

[mm]

Head diameter

[mm]

6,80

Tip diameter

[mm]

3,50

Shank diameter

[mm]

4,35

Head thickness

[mm]

3,10

Pre-drilling hole diameter(1)

[mm]

3,5 5,3

Characteristic yield moment Characteristic withdrawal-resistance parameter

My,k

[Nm]

fax,k

[N/mm2]

Associated density

ρa

[kg/m3]

Characteristic head-pull-through parameter

fhead,k

[N/mm2]

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

5,71

(1) For

17,05 350 36,79

high density materials, pre-bored holes are recommended based on the wood species.

CODES AND DIMENSIONS KKZ A2 | AISI304 d1

CODE

[mm] 5 TX 25

KKZ BRONZE A2 | AISI304 L

pcs

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

CODE

[mm]

KKZ550

200

KKZ560

200

KKZ570

100

5 TX 25

pcs

[mm] [mm] [mm] [mm] KKZB550

200

KKZB560

200

HARD WOOD Also tested on very high density woods, such as IPE, massaranduba or bamboo Microllam® (over 1000 kg/m3).

OUTDOOR | KKZ A2 | AISI304 | 269

KWP A2 | AISI305

BIT INCLUDED

AISI 305

CYLINDRICAL HEAD SCREW FOR WPC BOARDS WPC BOARDS Special geometry specifically designed for fastening WPC (Wood Plastic Composite) boards to a wood or WPC substructure, even without pre-drilling.

TRIPLE THREAD The combination of the two under-head threads causes removal of the WPC fibres. Exceptional penetration into the WPC, even without pre-drilling.

VOLCANO EFFECT Removal of plastic fibres from the WPC guarantees an excellent board finish. Small conical head ensures that it will be concealed in the WPC.

CHARACTERISTICS FOCUS

removal of shavings from WPC boards

HEAD

cylindrical, countersunk

DIAMETER

5,0 mm

LENGTH

from 60 to 70 mm

MATERIAL A2 | AISI305 austenitic stainless steel.

FIELDS OF USE Outdoor use in highly aggressive environments. WPC boards (without pre-drill). Wooden boards with density of < 780 kg/m3 (without pre-drill) and < 880 kg/m3 (with pre-drill). Suitable for service classes 1-2-3.

270 | KWP A2 | AISI305 | OUTDOOR

GEOMETRY A

d2 d1

dk t1

b1 L

Nominal diameter

[mm]

Head diameter

[mm]

6,75

Tip diameter

[mm]

3,30

Head thickness

[mm]

2,30

Pre-drilling hole diameter

[mm]

3,00

CODES AND DIMENSIONS d1

CODE

[mm] 5 TX 20

[mm] [mm]

b2 [mm]

pcs

[mm] [mm]

KWP560

6,5

200

KWP570

6,5

100

WOOD PLASTIC COMPOSITE (WPC) Ideal for fastening WPC boards, both solid and perforated, even without pre-drilling.

OUTDOOR | KWP A2 | AISI305 | 271

KKA AISI410

410 BIT INCLUDED

AISI

SELF-DRILLING SCREW TIMBER-TO-TIMBER | TIMBER-TO-ALUMINIUM TIMBER-TO-ALUMINIUM Self-perforating timber-to-metal tip with special bleeder geometry. Ideal for fastening timber or WPC boards to aluminium substructures.

TIMBER-TO-TIMBER Also ideal for fastening timber or WPC boards to thin wooden substructures, they, too, made with wooden boards. AISI410 stainless steel.

METAL-TO-ALUMINIUM Short version ideal for fastening clips, plates and angle brackets to aluminium substructures. Can be used to fix aluminium-aluminium overlaps.

CHARACTERISTICS FOCUS

self-drilling, timber-aluminium

HEAD

cylindrical, countersunk

DIAMETER

4,0 | 5,0 mm

LENGTH

from 20 to 50 mm

MATERIAL AISI410 martensitic stainless steel.

FIELDS OF USE Outdoor use. Wooden boards with density of < 880 kg/m3 on aluminium with a thickness of < 3.2 mm (without pre-drill). Suitable for service classes 1-2-3.

272 | KKA AISI410 | OUTDOOR

GEOMETRY s

A s

t1 d2 d1

d2 d1

b L

KKA Ø4

KKA Ø5

Nominal diameter

[mm]

Head diameter

[mm]

6,30

6,80

Tip diameter

[mm]

2,80

3,50

Shank diameter

[mm]

4,35

Head thickness

[mm]

3,10

3,35

Tip length

[mm]

5,50

6,50

CODES AND DIMENSIONS d1

CODE

[mm] 4 KKA420 TX 20

pcs

[mm] [mm] [mm] [mm] [mm] 20

11,4

1÷2.5

CODE

[mm] 200

pcs

[mm] [mm] [mm] [mm] [mm] KKA540

5 TX 25 KKA550 s

L 40

15,5

2÷3

100

20,5

2÷3

100

thickness, steel plate S235/St37 thickness, aluminium plate

ALU TERRACE Ideal for fastening timber or WPC boards, clips or angle brackets to aluminium substructures.

OUTDOOR | KKA AISI410 | 273

KKA COLOR

BIT INCLUDED

SELF-DRILLING SCREW FOR ALUMINIUM ALUMINIUM Self-perforating tip with special bleeder geometry. Ideal for fastening clips to aluminium substructures.

COLOURED COATING Black anti-rust coating for outdoor use in service class 3. Concealed effect on dark substructures and clips.

METAL-TO-ALUMINIUM Short version ideal for fastening clips, plates and angle brackets to steel or aluminium substructures. Can be used to fix metal-metal overlaps.

CHARACTERISTICS FOCUS

self-drilling aluminium

HEAD

cylindrical, countersunk

DIAMETER

4,0 and 5,0 mm

LENGTH

from 20 to 40 mm

MATERIAL Carbon steel with coloured organic anti-rust coating.

FIELDS OF USE Outdoor use. Aluminium thickness < 3,2 mm (without pre-drill). Suitable for service classes 1-2-3.

274 | KKA COLOR | OUTDOOR

GEOMETRY s

A s

t1 d2 d1

s d2 d1

b L

KKAN Ø4x20

KKAN Ø4x30 - KKAN Ø4x40 - KKAN Ø5x40

Nominal diameter

[mm]

Head diameter

[mm]

6,30

6,80

Tip diameter

[mm]

2,80

3,50

Head thickness

[mm]

3,10

3,35

Tip length

[mm]

5,50

6,50

CODES AND DIMENSIONS d1

CODE

[mm]

pcs

[mm]

KKAN420

2÷3

4 KKAN430 TX 20 KKAN440

2÷3

200

2÷3

200

2÷3

200

5 KKAN540 TX 25 s

200

thickness, steel plate S235/St37 thickness, aluminium plate

TVM COLOR Ideal for fastening standard Rothoblaas clips (TVMN) on aluminium. Long bit included in each package.

OUTDOOR | KKA COLOR | 275

EWS

BIT INCLUDED

EN 14592

CONVEX HEAD SCREW CONVEX HEAD Countersunk teardrop shaped head with curved surface for a pleasant look and firm grip with the bit.

ROBUST BODY The increased shank diameter with high torsional strength for a strong, safe screwing even in high density woods.

STAINLESS STEEL AISI410 E A2 | AISI305 EWS AISI410 can be used, without pre-drill, in woods having a maximum density of 880 kg/m3. EWS A2 | AISI305 can be used, without pre-drill, in woods having a maximum density of 550 kg/m3.

CHARACTERISTICS FOCUS

increased diameter for hardwoods

HEAD

convex with ribs

DIAMETER

5,0 mm

LENGTH

from 50 to 80 mm

MATERIAL Austenitic stainless steel A2 | AISI305 and martensitic stainless steel AISI410.

FIELDS OF USE Outdoor use. WPC boards (with pre-drill). EWS A2 | AISI305: wooden boards with density of < 550 kg/m3 (without pre-drill) and < 880 kg/m3 (with pre-drill). EWS AISI410: wooden boards with density of < 880 kg/m3 (without pre-drill). Suitable for service classes 1-2-3.

276 | EWS | OUTDOOR

GEOMETRY AND MECHANICAL CHARACTERISTICS A

d2 d1

dk ds

b L

EWS AISI410

EWS A2 | AISI305

Nominal diameter

[mm]

5,3

Head diameter

[mm]

8,00

Tip diameter

[mm]

3,90

Shank diameter

[mm]

4,10

Head thickness

[mm]

3,65

Pre-drilling hole diameter

[mm]

3,50

Characteristic yield moment

My,k

[Nm]

14,3

9,7

Characteristic withdrawal-resistance parameter

fax,k

[N/mm2]

16,46

16,62

Associated density

ρa

[kg/m3]

350

21,05

21,44

350

13,74

7,35

Characteristic head-pull-through parameter Associated density

fhead,k

[N/mm2]

ρa

[kg/m3]

Characteristic tensile strength

ftens,k

[kN]

CODES AND DIMENSIONS 410

EWS AISI410 d1

CODE

[mm] EWS550 5 TX 25

AISI

[mm]

pcs

CODE

[mm] 200

EWS560

200

EWS570

100

EWS580

100

EWS A2 | AISI305

5 TX 25

AISI 305

pcs

[mm]

EWSA2550

200

EWSA2560

200

EWSA2570

100

TECHNICAL DOCUMENTATION Values available for compliance with national unified technical documents for outdoor wooden decking.

OUTDOOR | EWS | 277

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE

[mm]

a3,t

[mm]

a3,c

[mm]

a4,t

[mm]

a4,c

[mm]

3∙d

5∙d

4∙d

3∙d

4∙d

12∙d

7∙d

3∙d

7∙d

3∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

[mm]

12∙d

5∙d

[mm]

5∙d

a3,t

[mm]

15∙d

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

10∙d

a4,c

[mm]

5∙d

d = nominal screw diameter

stressed end -90° < α < 90°

a2 a2 a1 a1

unloaded end 90° < α < 270°

F a3,t

NOTES: • The minimum distances are in accordance with EN 1995:2014 considering a timber characteristic density of ρk ≤ 420 kg/m3.

278 | EWS | OUTDOOR

F α

α a3,c

stressed edge 0° < α < 180°

unload edge 180° < α < 360°

α F α

a4,t

F a4,c

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014

EWS AISI410

SHEAR

TENSION

geometry

timber-to-timber

thread withdrawal(1)

head pull-through(2)

A L b

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

without pre-drilling hole RV,k

with pre-drilling hole RV,k

Rax,k

Rhead,k

[kN]

1,38

1,84

2,86

1,56

1,54

2,07

3,43

1,56

1,75

2,27

4,00

1,56

1,81

2,27

4,57

1,56

EWS A2 | AISI305

SHEAR

TENSION

geometry

timber-to-timber

thread withdrawal(1)

head pull-through(2)

Rax,k

Rhead,k

A L b

[mm] [mm] [mm] [mm] 5

without pre-drilling hole RV,k

with pre-drilling hole RV,k

[kN]

1,39

1,80

2,88

1,59

1,55

2,08

3,46

1,59

1,68

2,14

4,04

1,59

NOTES:

GENERAL PRINCIPLES:

(1) T he axial thread withdrawal resistance was calculated considering a 90° an-

• Characteristic values according to EN 1995:2014.

gle between the grain and the connector and for a fixing length of b. (2) The axial resistance to head pull-through was calculated using timber ele-

ments.

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

Rd =

Rk kmod γm

OUTDOOR | EWS | 279

KKF AISI410

410 BIT INCLUDED

AISI

ETA-11/0030

PAN HEAD SCREW PAN HEAD The flat under-head accompanies absorption of the shavings, preventing the wood from cracking and thus ensuring excellent surface finish.

LONGER THREAD Special asymmetric “umbrella” thread with increased length (60%) for higher grip. Fine thread for the utmost precision when tightening is complete.

AISI410 Martensitic stainless steel with an excellent balance between mechanical resistance and corrosion resistance. Can be inserted without requiring a pre-drill.

CHARACTERISTICS FOCUS

excellent versatility of use

HEAD

pan head

DIAMETER

from 4,0 to 6,0 mm

LENGTH

from 20 to 120 mm

MATERIAL AISI410 martensitic stainless steel.

FIELDS OF USE Outdoor use. Wooden boards with density < 780 kg/m3 (without pre-drill). WPC boards (with pre-drill). Suitable for service classes 1-2-3.

280 | KKF AISI410 | OUTDOOR

GEOMETRY AND MECHANICAL CHARACTERISTICS

d2 d1

X X

KK F

b L

Nominal diameter

[mm]

4,5

Head diameter

[mm]

7,70

8,70

9,65

11,65

Tip diameter

[mm]

2,60

3,05

3,25

4,05

Shank diameter

[mm]

2,90

3,35

3,60

4,30

Head thickness

[mm]

5,0

6,0

7,0

Pre-drilling hole diameter(1)

[mm]

2,5

3,0

4,0

Characteristic yield moment Characteristic withdrawal-resistance parameter(2)

My,k

[Nm]

2,0

2,8

4,5

8,2

fax,k

[N/mm2]

11,7

Associated density

ρa

[kg/m3]

350

Characteristic head-pull-through parameter(2)

fhead,k

[N/mm2]

16,5

Associated density

ρa

[kg/m3]

350

Characteristic tensile strength

ftens,k

[kN]

5,0

6,4

7,9

11,3

(1)

Pre-drilling valid for softwood. Valid for softwood - maximum density 440 kg/m3. For applications with different materials or with high density please see ETA-11/0030. (2)

CODES AND DIMENSIONS d1

CODE

[mm]

4 TX 20

4,5 TX 20

pcs

CODE

[mm]

A [mm]

pcs

[mm]

KKF430

500

KKF540

200

KKF435

500

KKF550

200

KKF560

200

KKF570

100

KKF580

100

200

KKF590

100

200

KKF5100

100

KKF440

500

KKF445

200

KKF450

200

KKF4520( * )

KKF4540

KKF4545

200

KKF4550

200

KKF4560

200

KKF4570

200

5 TX 25

6 TX 30 (*)

KKF680

100

KKF6100

100

KKF6120

120

100

Not holding CE marking.

TERRALOCK PP Ideal for fastening standard Rothoblaas clips in outdoor environments. Long bit included in each package.

OUTDOOR | KKF AISI410 | 281

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE (1)

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

5∙d

7∙d

a4,c

[mm]

3∙d

5∙d

4,5

5∙d

4∙d

7∙d

4,5

4∙d

7∙d

characteristic density: ρ k ≤ 420 kg/m3 SCREWS INSERTED WITHOUT PRE-DRILLING HOLE (2) d1

[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

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE (2)

12∙d

5∙d

15∙d

10∙d

5∙d

7∙d

10∙d

5∙d

4,5

5∙d

characteristic density: 420 ≤ ρ k ≤ 500 kg/m3 SCREWS INSERTED WITHOUT PRE-DRILLING HOLE(3) d1

[mm]

4,5

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE(3) 4

4,5

[mm]

15∙d

7∙d

[mm]

7∙d

a3,t

[mm]

20∙d

100

120

15∙d

a3,c

[mm]

15∙d

a4,t

[mm]

7∙d

9∙d

12∙d

a4,c

[mm]

7∙d

d = 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: (1) The minimum distances comply with the EN 1995:2014 standard in accord-

ance with ETA-11/0030. (2) The minimum distances are in accordance with EN 1995:2014, according to ETA-11/0030, considering a timber element mass density of ρ ≤ 420 kg/m3.

k (3) The minimum distances comply with EN 1995:2014, according to ETA11/0030, considering a timber element mass density of 420 ≤ ρk ≤ 500 kg/m3.

282 | KKF AISI410 | OUTDOOR

• In the case of OSB-timber joints, the minimum spacings (a1 , a2) can be multiplied by a coefficient of 0,85. • In the case of Douglas fir elements (Pseudotsuga menziesii), the minimum distances parallel to the grain (a1 , a3,t, a3,c) must be multiplied by a coefficient of 1,5.

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

TENSION panel-to-timber(1)

thread withdrawal(2)

head pull-through (3)

RV,k

Rax,k

Rhead,k

[kN]

timber-to-timber

A L b

4,5

0,78

0,88

0,92

0,89

0,98

0,49

1,08

1,06

1,19

1,22

0,77

0,97

1,13

0,88

1,08

1,13

0,88

1,30

1,13

0,88

1,62

1,13

0,88

1,62

1,13

0,49

0,91

1,44

1,00

1,46

1,44

1,00

1,83

1,44

1,00

1,83

1,44

1,00

2,13

1,44

1,00

2,44

1,44

1,27

1,16

1,62

1,78

1,41

1,16

2,03

1,78

1,16

2,37

1,78

1,16

2,71

1,78

1,55

1,57

100

2,27

120

2,27

SPAN = 15 mm

1,16

3,38

1,78

1,16

3,72

1,78

1,57

1,16

4,06

1,78

2,19

1,50

4,06

2,59

1,50

4,87

2,59

1,50

6,09

2,59

SPAN = 15 mm

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

SPAN = 15 mm

NOTES: (1) The characteristic shear strength are calculated considering an OSB panel

or particle board with a SPAN thickness. (2) The axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b. (3) The axial resistance to head pull-through was calculated using timber ele-

ments.

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

• For the calculation process a timber characteristic density ρk = 420 kg/m3 has been considered. • Values were calculated considering the threaded part as being completely inserted into the wood. • Sizing and verification of the timber elements and panels 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.

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

Rd =

Rk kmod γm

OUTDOOR | KKF AISI410 | 283

SCI A4 | AISI316

BIT INCLUDED

AISI 316

COUNTERSUNK SCREW SPECIAL GEOMETRY Self-perforating tip with setback notch, asymmetric “umbrella” thread, elongated cutter and sharp under-head ribs.

SUPERIOR STRENGTH Geometric details provide the screw with greater torsional strength for more secure screwing.

A4 | AISI316 A4 | AISI316 austenitic stainless steel for high corrosion resistance. Ideal for seaside environments.

CHARACTERISTICS FOCUS

details designed for high performance

HEAD

countersunk with ribs

DIAMETER

5,0 mm

LENGTH

from 50 to 100 mm

MATERIAL A4 | AISI316 austenitic stainless steel.

FIELDS OF USE Outdoor use in highly aggressive environments. Wooden boards with density of < 470 kg/m3 (without pre-drill) and < 620 kg/m3 (with predrill). Suitable for service classes 1-2-3.

284 | SCI A4 | AISI316 | OUTDOOR

GEOMETRY AND MECHANICAL CHARACTERISTICS

SC I

X X

d2 d1

90° ds

b L

Nominal diameter

[mm]

Head diameter

[mm]

10,00 3,40

Tip diameter

[mm]

Shank diameter

[mm]

3,65

Head thickness

[mm]

4,65

Pre-drilling hole diameter

[mm]

3,0

Characteristic yield moment

My,k

[Nm]

3,9 17,9 440

Characteristic withdrawal-resistance parameter

fax,k

[N/mm2]

Associated density

ρa

[kg/m3]

Characteristic head-pull-through parameter

fhead,k

[N/mm2]

17,6

Associated density

ρa

[kg/m3]

440

Characteristic tensile strength

ftens,k

[kN]

4,3

Mechanical parameters from experimental tests.

CODES AND DIMENSIONS d1

CODE

[mm]

5 TX 25

[mm]

pcs

SCI5050A4

200

SCI5060A4

200

SCI5070A4

100

SCI5080A4

100

SCI5090A4

100

SCI50100A4

100

TURNED WASHER SCB A4 | AISI316 dSCI

CODE

[mm] 6

SCB6

[mm]

7,5

20,0

4,0

pcs 100

D2 D1

h dSCI

MARINE ENVIRONMENTS Can be used in aggressive environments and in areas near the sea thanks to the A4 | AISI316 stainless steel.

OUTDOOR | SCI A4 | AISI316 | 285

SCI A2 | AISI305

BIT INCLUDED

AISI 305

EN 14592

COUNTERSUNK SCREW SPECIAL GEOMETRY Self-perforating tip with setback notch, asymmetric “umbrella” thread, elongated cutter and sharp under-head ribs.

SUPERIOR STRENGTH Geometric details provide the screw with greater torsional strength for more secure screwing. Very broad range of measurements.

A2 | AISI305 Austenitic stainless steel A2 | AISI305 for high corrosion resistance. Ideal for aggressive environments.

CHARACTERISTICS FOCUS

details designed for high performance

HEAD

countersunk with ribs

DIAMETER

from 3,5 to 8,0 mm

LENGTH

from 25 to 320 mm

MATERIAL A2 | AISI305 austenitic stainless steel.

FIELDS OF USE Use in aggressive outdoor environments. Wooden boards with density of < 470 kg/m3 (without pre-drill) and < 620 kg/m3 (with predrill). Suitable for service classes 1-2-3.

286 | SCI A2 | AISI305 | OUTDOOR

GEOMETRY AND MECHANICAL CHARACTERISTICS

SC I

X X

d2 d1

90° ds

b L

Nominal diameter

[mm]

3,5

4,5

Head diameter

Tip diameter

[mm]

7,00

8,00

9,00

10,00

12,00

14,50

[mm]

2,25

2,55

2,80

3,40

3,95

5,40

Shank diameter

[mm]

2,45

2,75

3,15

3,65

4,30

5,80

Head thickness

[mm]

3,50

3,80

4,25

4,65

5,30

6,00

Pre-drilling hole diameter

[mm]

2,0

2,5

3,0

4,0

5,0

Characteristic yield moment

My,k

[Nm]

1,26

1,96

2,77

4,37

8,22

17,60

Characteristic withdrawal-resistance parameter

fax,k

[N/mm2]

19,1

17,1

17,2

17,9

11,6

14,8

440

410

440

420

410

16,0

13,4

18,0

17,6

12,0

12,5

Associated density

ρa

[kg/m3]

Characteristic head-pull-through parameter

fhead,k

[N/mm2]

Associated density

ρa

[kg/m3]

380

390

440

Characteristic tensile strength

ftens,k

[kN]

2,21

3,23

4,40

5,01

6,81

14,10

pcs

CODES AND DIMENSIONS d1

CODE

[mm]

SCI3525( * )

500

SCI3530( * )

500

[mm] 3,5 TX 15

4 TX 20

4,5 TX 20

(*)

pcs

CODE

[mm]

SCI5040

200

SCI5045

200

[mm]

SCI3535( * )

500

SCI3540( * )

500

SCI4030

500

SCI4035

SCI4040

SCI5050

200

SCI5060

200

SCI5070

100

500

SCI5080

100

500

SCI5090

100

5 TX 25

SCI4045

400

SCI50100

100

SCI4050

400

SCI6060

100

SCI4060

200

SCI6080

100

SCI4535

400

SCI60100

100

SCI4540

400

SCI60120

120

100

6 TX 30

SCI4545

400

SCI60140

140

100

SCI4550

200

SCI60160

160

100

SCI4560

200

SCI80120

120

100

SCI4570

200

SCI80160

160

100

SCI4580

200

SCI80200

200

120

100

Not holding CE marking.

8 TX 40

SCI80240

240

160

100

SCI80280

280

200

100

SCI80320

320

240

100

TURNED WASHER SCB A4 | AISI316 dSCI

CODE

[mm]

pcs

[mm]

SCB6

7,5

20,0

4,0

100

SCB8

8,5

25,0

5,0

100

D2 D1

h dSCI

OUTDOOR | SCI A2 | AISI305 | 287

MINIMUM DISTANCES FOR SHEAR LOADS

Load-to-grain angle α = 0°

Load-to-grain angle α = 90°

SCREWS INSERTED WITH PRE-DRILLING HOLE d1

[mm]

3∙d

a3,t

[mm]

12∙d

a3,c

[mm]

7∙d

a4,t

[mm]

3∙d

a4,c

[mm]

3∙d

[mm]

5∙d

3,5

4,5

5∙d

SCREWS INSERTED WITH PRE-DRILLING HOLE

4∙d

7∙d

5∙d

7∙d

3∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE 3,5

4,5

3,5

4,5

4∙d

16 28

4∙d

7∙d

SCREWS INSERTED WITHOUT PRE-DRILLING HOLE

3,5

4,5

[mm]

10∙d

12∙d

5∙d

[mm]

5∙d

a3,t

[mm]

15∙d

120

10∙d

a3,c

[mm]

10∙d

a4,t

[mm]

5∙d

7∙d

10∙d

a4,c

[mm]

5∙d

d = 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

288 | SCI A2 | AISI305 | OUTDOOR

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

STATIC VALUES

CHARACTERISTIC VALUES EN 1995:2014 SHEAR

geometry

TENSION timber-to-timber legno-legno with washer

thread withdrawal(1)

head pull-through(2)

head pull-through with washer(2)

RV,k [kN]

Rax,k [kN]

Rhead,k [kN]

timber-to-timber

con rondella

A L b d1

d1 L b A [mm] [mm] [mm] [mm] 3,5

25 30 35 40

18 18 18 18

7 12 17 22

0,41 0,55 0,62 0,64

1,08 1,08 1,08 1,08

0,79 0,79 0,79 0,79

30 35 40 45 50 60

18 18 24 30 30 35

12 17 16 15 20 25

0,62 0,68 0,69 0,67 0,76 0,79

1,17 1,17 1,56 1,95 1,95 2,28

0,85 0,85 0,85 0,85 0,85 0,85

4,5

35 40 45 50 60 70 80

24 24 30 30 35 40 40

11 16 15 20 25 30 40

0,76 0,88 0,87 0,95 1,04 1,04 1,04

1,77 1,77 2,21 2,21 2,58 2,94 2,94

1,31 1,31 1,31 1,31 1,31 1,31 1,31

40 45 50 60 70 80 90 100

20 24 24 30 35 40 45 50

20 21 26 30 35 40 45 50

1,04 1,13 1,21 1,35 1,35 1,35 1,35 1,35

1,61 1,93 1,93 2,41 2,82 3,22 3,62 4,02

1,58 1,58 1,58 1,58 1,58 1,58 1,58 1,58

60 80 100 120 140 160

30 40 50 60 75 75

30 40 50 60 65 85

1,48 1,77 1,77 1,77 1,77 1,77

1,58 2,03 2,19 2,35 2,46 2,46

1,95 2,60 3,25 3,90 4,87 4,87

1,55 1,55 1,55 1,55 1,55 1,55

4,31 4,31 4,31 4,31 4,31 4,31

120 160 200 240 280 320

60 80 80 80 80 80

60 80 120 160 200 240

2,84 2,84 2,84 2,84 2,84 3,19

3,93 4,00 4,00 4,00 4,00 4,35

6,76 9,01 9,01 9,01 9,01 9,01

2,38 2,38 2,38 2,38 2,38 2,38

7,02 7,02 7,02 7,02 7,02 7,02

NOTES: (1) T he axial thread withdrawal resistance was calculated considering a 90° an-

gle between the grain and the connector and for a fixing length of b. (2) The axial resistance to head pull-through, with and without a washer, 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.

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

Rd =

• Mechanical strength values and screw geometry according to CE marking according to EN 14592. • For the calculation process a timber characteristic density ρk = 385 kg/m3 has been considered. • Values were calculated considering the threaded part as being completely inserted into the wood. • Dimensioning and verification of the timber elements must be carried out 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.

Rk kmod γm

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

OUTDOOR | SCI A2 | AISI305 | 289

SCA A2 | AISI304

AISI 304

COUNTERSUNK SCREW COST/PERFORMANCE Simple geometry, optimised to provide good performance at a low cost.

SMOOTH UNDER-HEAD Ideal for fastening stainless steel clips and hinges thanks to the smooth, countersunk head.

SIMPLE BOX Packaging optimised to reduce material wastes in the building site. Increased number of pieces for package.

CHARACTERISTICS FOCUS

use with stainless steel clips

HEAD

countersunk without ribs

DIAMETER

from 3,5 to 5,0 mm

LENGTH

from 25 to 70 mm

MATERIAL A2 | AISI304 austenitic stainless steel.

FIELDS OF USE Use in aggressive outdoor environments. Wooden boards with density of < 470 kg/m3 (without pre-drill) and < 570 kg/m3 (with predrill). Suitable for service classes 1-2-3.

290 | SCA A2 | AISI304 | OUTDOOR

GEOMETRY A

d1 d1 ds

b L

Nominal diameter

[mm]

3,5

4,5

Head diameter

[mm]

6,80

8,00

9,00

10,00

Tip diameter

[mm]

2,25

2,55

2,80

3,40

Shank diameter

[mm]

2,50

2,75

3,15

3,65

Head thickness

[mm]

3,50

3,80

4,25

4,65

Pre-drilling hole diameter

[mm]

2,0

2,5

3,0

CODES AND DIMENSIONS d1

CODE

[mm]

pcs

CODE

[mm]

SCA4550

200

SCA4560

200

[mm]

3,5 TX 10

SCA3525

500

SCA3535

500

4 TX 20

SCA440

200

SCA450

200

4,5 TX 20 5 TX 25

pcs

SCA550

200

SCA560

200

SCA570

200

GAP Ideal for fastening standard Rothoblaas clips in outdoor environments.

OUTDOOR | SCA A2 | AISI304 | 291

HBS PLATE EVO

1002

CERTIFIED

C4 COATING

BIT INCLUDED

COATING

ETA-11/0030

PAN HEAD SCREW FOR PLATES C4 EVO COATING 20 μm multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure, as per ISO 9227.

OUTDOOR ENVIRONMENT Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

NOTE: codes, techniques and further information on page 98.

GEOMETRY

HEAD

shoulder for plate

DIAMETER

from 5,0 to 10,0 mm

LENGTH

from 40 to 180 mm

corrosiveness class C4

FOCUS

X X

CHARACTERISTICS

MATERIAL Carbon steel, with a 20 μm coating, highly resistant to corrosion.

FIELDS OF USE • timber based panels • solid timber and glulam • CLT, LVL • high density woods • aggressive woods (containing tannin) • chemically treated woods Service classes 1, 2 and 3.

292 | HBS PLATE EVO | OUTDOOR

HBS EVO

1002

CERTIFIED

C4 COATING

BIT INCLUDED

COATING

ETA-11/0030

COUNTERSUNK SCREW C4 EVO COATING 20 μm multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure, as per ISO 9227.

OUTDOOR ENVIRONMENT Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

NOTE: codes, techniques and further information on page 46.

GEOMETRY

HEAD

countersunk with under-head ribs

DIAMETER

from 5,0 to 8,0 mm

LENGTH

from 80 to 320 mm

corrosiveness class C4

FOCUS

X X

CHARACTERISTICS

MATERIAL Carbon steel, with a 20 μm coating, highly resistant to corrosion.

FIELDS OF USE • timber based panels • solid timber and glulam • CLT, LVL • high density woods • aggressive woods (containing tannin) • chemically treated woods Service classes 1, 2 and 3.

OUTDOOR | HBS EVO | 293

TBS EVO

1002

CERTIFIED

C4 COATING

BIT INCLUDED

COATING

ETA-11/0030

OUTDOOR SCREW, FLANGE HEAD C4 EVO COATING 20 μm multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure, as per ISO 9227.

OUTDOOR ENVIRONMENT Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

NOTE: codes, techniques and further information on page 84.

GEOMETRY

CHARACTERISTICS FOCUS

corrosiveness class C4

HEAD

flange

DIAMETER

6,0 and 8,0 mm

LENGTH

from 60 to 240 mm

MATERIAL Carbon steel, with a 20 μm coating, highly resistant to corrosion.

FIELDS OF USE • timber based panels • solid timber and glulam • CLT, LVL • high density woods • aggressive woods (containing tannin) • chemically treated woods Service classes 1, 2 and 3.

294 | TBS EVO | OUTDOOR

VGZ EVO

1002

CERTIFIED

C4 COATING

BIT INCLUDED

COATING

ETA-11/0030

FULL THREAD SCREW WITH CYLINDRICAL HEAD C4 EVO COATING 20 μm multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure, as per ISO 9227.

OUTDOOR ENVIRONMENT Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

NOTE: codes, techniques and further information on page 170.

GEOMETRY

CHARACTERISTICS

LENGTH

from 80 to 360 mm

from 5,3 to 9,0 mm

cylindrical, countersunk

DIAMETER

HEAD

corrosiveness class C4

FOCUS

MATERIAL Carbon steel, with a 20 μm coating, highly resistant to corrosion.

FIELDS OF USE • timber based panels • solid timber and glulam • CLT, LVL • high density woods • aggressive woods (containing tannin) • chemically treated woods Service classes 1, 2 and 3.

OUTDOOR | VGZ EVO | 295

FLAT | FLIP CONNECTOR FOR DECKING INVISIBLE Completely hidden. The version in aluminium with black coating guarantees an attractive result; the galvanized steel version offers good performance at low cost.

FAST INSTALLATION Fast, easy installation thanks to the single-screw fastening and the integrated spacer-tab for precise spacing. Ideal for application with the PROFID spacer.

SYMMETRICAL GROOVING Makes it possible to install deck planks regardless of the position of the grooving (symmetrical). Ribbed surface provides high mechanical strength.

CHARACTERISTICS FOCUS

extremely precise joints

CLADDING

black anti-rust coating | zinc plated

BOARDS

symmetrical grooving

JOINTS

7.0 mm

FASTENERS

KKTN540 , KKAN440

MATERIAL Aluminium with coloured organic coating and carbon steel with zinc plated.

FIELDS OF USE Outdoor use. Fastening timber or WPC boards on substructures in wood, WPC or aluminium. Suitable for service classes 1-2-3.

296 | FLAT | FLIP | OUTDOOR

GEOMETRY FLAT COLOR

FLIP 2

8,5

45°

8,5

42°

Ø5,3

54 Ø5,3

CODES AND DIMENSIONS FLAT COLOR

FLIP

CODE

material

PxBxs

pcs

CODE

material

[mm] FLAT

black alluminum

54 x 27 x 4

200

KKTN540

FLIP

zinc-plated steel

54 x 27 x 4

200

KKA COLOR

fastening on wood and WPC for FLAT and FLIP CODE

pcs

[mm]

KKT COLOR

d1 [mm] 5 TX 20

PxBxs

fastening on aluminium for FLAT and FLIP

L [mm]

pcs

200

CODE

[mm] 4 TX 20 5 TX 25

pcs

[mm] KKAN420

200

KKAN430

200

KKAN440

200

KKAN540

200

WOOD PLASTIC COMPOSITE (WPC) Ideal for fastening WPC boards. Can also be used for fastening on aluminium using KKA COLOR screws (KKAN440).

OUTDOOR | FLAT | FLIP | 297

GROOVING GEOMETRY 7

7 SYMMETRICAL GROOVING

PROFID

H KKTN

PROFID

Min. thickness

4 mm

Min. recommended height H

free

KKTN

INSTALLATION 01

Position the PROFID spacer at the joist centerline. First board: fix it with suitable screws, left visible or hidden thanks to specific accessories.

Position the next board by inserting it into the FLAT/FLIP fastener.

Fix the fastener to the joist underneath by using the KKTN screw.

298 | FLAT | FLIP | OUTDOOR

Insert the FLAT/FLIP fastener into the groove cut so that the spacer tab adheres to the board.

Using the CRAB MINI clamp, tighten the two boards until the gap between them is 7 mm (see product page 334).

Repeat the operations for the remaining boards. Last board: repeat step 01.

CALCULATION EXAMPLE INCIDENCE ESTIMATE FORMULA PER m2 f L

1m2/i/(L + f) = pcs of FLAT/FLIP at m2

= joists spacing L = board width f = gap width

i i

PRACTICAL EXAMPLE NUMBER OF BOARDS AND JOISTS A=6m A=6m

PATIO SURFACE S = A ∙ B = 6 m ∙ 4 m = 24 m2 WOODEN PLANKING L = 140 mm

140 mm 18 mm

s = 18 mm

=4 BB =4 mm

f = 7 mm JOISTS 60 mm

b = 60 mm h = 30 mm

30 mm

i= 0,6 m

0,6 m 0,6 m

0,54 m 0,54 m

no. boards

= [B/(L+f)]

= [4/(0,14+0,007)]= 27 boards

no. 4 m boards = 27 boards no. 2 m boards = 27 boards

27 boards 4 m

no. battens = [A/i] + 1 = (6/0,6) +1 = 11 battens

27 boards 2 m

SCREW SELECTION Head thickness

Sscrew head

Grooving thickness Grooving dimension

F H

PROFID thickness

SPROFID

Pull-through length

L pen

f BOARD JOIST

F FLAT/FLIP

PROFID

2,8 mm (s-F)/2

4 mm 7 mm 8 mm

4∙d

20 mm

MINIMUM SCREW LENGTH H KKTN

= Sscrew head + F + H + SPROFID + Lpen = 2,8 + 4 + 7 + 8 + 20 = 41,8 mm CHOICE OF SCREW

KKTN550

FLAT / FLIP NUMBER CALCULATION QUANTITY FOR INCIDENCE FORMULA

QUANTITY FOR THE NUMBER OF INTERSECTIONS

I = S/i/(L + f) = pcs of FLAT/FLIP

I = No. boards with FLAT/FLIP no. battens = pcs. of FLAT/FLIP

I = 24 m2/0,6 m/(0,14 m + 0,007 m) = 272 pcs FLAT/FLIP

no. boards with FLAT/FLIP

= (number of boards - 1)

= (27 - 1) = 26 boards

waste coefficient = 1,05

no. of joists = (A/i) + 1 = (6/0.6) + 1 = 11 joists

I = 272 ∙ 1,05 = 286 pcs FLAT/FLIP

no. intersections = I = 26 ∙ 11 = 286 pcs FLAT/FLIP

I = 286 pcs FLAT/FLIP

FLAT/FLIP NUMBER = 286 pcs

SCREWS NUMBER = No. FLAT/FLIP = 286 pcs KKTN550 OUTDOOR | FLAT | FLIP | 299

TVM

AISI 304

CONNECTOR FOR DECKING FOUR VERSIONS Different sizes for applications on boards with different thickness and gaps of varying width. Black version for complete concealment.

DURABILITY The stainless steel ensures high corrosion-resistance. The micro-ventilation between the boards helps the durability of the wooden elements.

ASYMMETRIC GROOVING Ideal for boards with asymmetrical “female-female” groove cuts. Ribbing on the surface of the connector ensures excellent stability.

CHARACTERISTICS FOCUS

excellent grooving versatility

BOARDS

symmetrical grooving

JOINTS

from 7,0 to 9,0 mm

FASTENERS

KKTX520A4, KKA420, KKAN420

MATERIAL A2 | AISI304 austenitic stainless steel and stainless steel with coloured organic coating.

FIELDS OF USE Use in aggressive outdoor environments. Fastening timber or WPC boards on substructures in wood, WPC or aluminium. Suitable for service classes 1-2-3.

300 | TVM | OUTDOOR

GEOMETRY TVM1

TVM2 10

1,5

2,4 6,5 8

1,5

TVM3

2,4 8,1 9,6

29,4

TVM3

14,4

17 30

9,6

27,8

22,5 8

2,4

2,4 8,6 11

22,5

TVMN4

23 9,6

CODES AND DIMENSIONS TVM A2 | AISI304 CODE

TVM COLOR material

PxBxs

pcs

CODE

material

PxBxs

[mm]

TVM1

A2 | AISI304

22,5 x 31 x 2,5

500

TVM2

A2 | AISI304

22,5 x 28 x 2,5

500

TVM3

A2 | AISI304

30 x 29,4 x 2,5

500

KKT X

CODE

5 TX 20

pcs

KKTX520A4

200

KKTX525A4

200

KKTX530A4

200

KKTX540A4

200

[mm]

500

5 TX 20

pcs

[mm] KKTN540

200

pcs

KKA COLOR

fastening on aluminium for TVM COLOR L

pcs

[mm] KKA420

CODE

[mm]

fastening on aluminium for TVM A2 | AISI304

4 TX 20

[mm]

CODE

23 x 36 x 2.5

fastening on timber and WPC for TVM COLOR

KKA AISI410

TVMN4

A2 | AISI304 with black coating

KKT COLOR

fastening on timber and WPC for TVM A2 | AISI304

[mm]

pcs

CODE

[mm] 200

4 TX 20

[mm] KKAN420

200

KKA Can also be used for fastening on aluminium profiles using KKA AISI410 or KKA COLOR screws.

OUTDOOR | TVM | 301

GROOVING GEOMETRY 7

7 ASYMMETRICAL GROOVING

PROFID

H KKT

F H PROFID

KKT

Min. thickness

3 mm

Min recommended height TVM1

8 mm

Min recommended height TVM2

10 mm

Min recommended height TVM3

10 mm

Min recommended height TVMN

13 mm

INSTALLATION 01

Position the PROFID spacer at the joist centerline. First board: fix with suitable screws which are left visible.

Position the next board by inserting it into the TVM fastener.

Fix the fastener to the joist underneath by using the KKTX screw.

302 | TVM | OUTDOOR

Insert the TVM fastener into the groove cut so that the side fin adheres to the groove in the board.

Using the CRAB MINI clamp, tighten the two boards until the gap between them is 7 mm (see product page 334).

Repeat the operations for the remaining boards. Last board: repeat step 01.

CALCULATION EXAMPLE INCIDENCE ESTIMATE FORMULA PER m2 f L

1m2/i/(L + f) = pcs of TVM at m2

= joists spacing L = board width f = gap width

i i

PRACTICAL EXAMPLE NUMBER OF BOARDS AND JOISTS A=6m A=6m

PATIO SURFACE S = A ∙ B = 6 m ∙ 4 m = 24 m2 WOODEN PLANKING L = 140 mm

140 mm =4 BB =4 mm

21 mm

s = 21 mm f = 7 mm

JOISTS 60 mm

b = 60 mm h = 30 mm

30 mm

i= 0,6 m

0,6 m 0,6 m

0,54 m 0,54 m

no. boards

= [B/(L+f)]

= [4/(0,14+0,007)]= 27 boards

no. 4 m boards = 27 boards no. 2 m boards = 27 boards

27 boards 4 m

no. battens = [A/i] + 1 = (6/0,6) +1 = 11 battens

27 boards 2 m

SCREW SELECTION Head thickness

Sscrew head

Grooving thickness Grooving dimension

F H

PROFID thickness

SPROFID

Pull-through length

L pen

f BOARD JOIST

F TVM

PROFID

2,8 mm 4 mm 8 mm

(s-F)/2

8 mm 4∙d

20 mm

MINIMUM SCREW LENGTH H KKTX

= Sscrew head + H + SPROFID + Lpen = 2.8 + 8 + 8 + 20 = 38.8 mm CHOICE OF SCREW

KKTX540A4

TVM NUMBER CALCULATION QUANTITY FOR INCIDENCE FORMULA

QUANTITY FOR THE NUMBER OF INTERSECTIONS

I = S/i/(L + f) = pcs of TVM

I = no. boards with TVM no. battens = pcs. of TVM

I = 24 m2/0,6 m/(0,14 m + 0,007 m) = 272 pcs TVM

no. boards with TVM

= (number of boards - 1)

= (27 - 1) = 26 boards

waste coefficient = 1,05

no. of joists = (A/i) + 1 = (6/0.6) + 1 = 11 joists

I = 272 ∙ 1,05 = 286 pcs TVM

no. intersections = I = 26 ∙ 11 = 286 pcs TVM

I = 286 pcs TVM

TVM NUMBER = 286 pcs

SCREWS NUMBER = No. TVM = 286 pcs KKTX540A4 OUTDOOR | TVM | 303

GAP CONNECTOR FOR DECKING TWO VERSIONS Available in A2 | AISI304 stainless steel for excellent corrosion strength (GAP3) or in galvanized carbon steel (GAP4) for good performance at a low cost.

NARROW JOINTS Ideal for making floors with narrow joints between boards (from 3.0 mm). Fastening is performed before the board is positioned.

WPC AND HARDWOODS Ideal for symmetrically grooved boards such as those in WPC or high-density wood.

CHARACTERISTICS FOCUS

narrow joints

BOARDS

symmetrical grooving

JOINTS

from 3,0 to 5,0 mm

FASTENERS

SCA3525, SBA3932

MATERIAL Austenitic stainless steel A2 | AISI304 and carbon steel with zinc plated.

FIELDS OF USE Outdoor use. Fastening timber or WPC boards on substructures in wood, WPC or aluminium. Suitable for service classes 1-2-3.

304 | GAP | OUTDOOR

GEOMETRY GAP 3 A2 | AISI304

GAP 4 11

15 4

1 9 1

9,8 11

6,5

12 16

6,5

41,5

1,5 8,8 11,8 1,5

42,5

11,3

s s P

CODES AND DIMENSIONS A2

GAP 3 A2 | AISI304 CODE

AISI 304

material

PxBxs

pcs

GAP 4 CODE

material

PxBxs

[mm] GAP3

A2 | AISI304

40 x 30 x 11

500

SCA A2 | AISI304

CODE

3,5 TX 10

pcs

SCA3525

500

SCA3535

500

[mm]

41,5 x 42,5 x 12

500

3,5 TX 15

pcs

[mm] HTS3525

1000

HTS3535

500

pcs

SBN

fastening on aluminium for GAP 4 L

pcs

CODE

[mm]

[mm] SBNA23525

CODE

[mm]

fastening on aluminium for GAP 3

3,5 TX 15

[mm]

CODE

zinc-plated steel

fastening on timber and WPC for GAP 4

SBN A2 | AISI304

GAP4

HTS

fastening on timber and WPC for GAP 3

[mm]

pcs

[mm]

1000

3,5 TX 15

[mm] SBN3525

500

WOOD PLASTIC COMPOSITE (WPC) Ideal for fastening WPC boards. Can also be used for fastening on aluminium using SBN A2 | AISI304 screws.

OUTDOOR | GAP | 305

GAP 3 GROOVE GEOMETRY SYMMETRICAL GROOVING F

Min. thickness

2 mm

Min recommended height GAP 3

8 mm

SCA

GAP 3 INSTALLATION 01

First board: fix it with suitable screws, left visible or hidden thanks to specific accessories.

Fix the screw in the central hole.

Using the CRAB MINI clamp, tighten the two boards until the gap between them is 3 or 4 mm depending on aesthetic requirements (see product page 334).

306 | GAP | OUTDOOR

Insert the GAP3 fastener into the groove cut so that the clip’s central tab adheres to the groove in the board.

Position the next board by inserting it into the GAP3 fastener so that the two tabs adhere to the groove in the board.

Repeat the operations for the remaining boards. Last board: repeat step 01.

GAP 4 GROOVE GEOMETRY SYMMETRICAL GROOVING F

Min. thickness

2 mm

Min recommended height GAP 4

7 mm

HTS

GAP 4 INSTALLATION 01

First board: fix it with suitable screws, left visible or hidden thanks to specific accessories.

Secure the screws in the two available holes.

Using the CRAB MINI clamp, tighten the two boards until the gap between them is 3 or 4 mm depending on aesthetic requirements (see product page 334).

Insert the GAP4 fastener into the groove cut so that the clip’s central tabs adhere to the groove in the board.

Position the next board by inserting it into the GAP4 fastener so that the two tabs adhere to the groove in the board.

Repeat the operations for the remaining boards. Last board: repeat step 01.

OUTDOOR | GAP | 307

TERRALOCK CONNECTOR FOR DECKING INVISIBLE Completely concealed, guarantees a highly attractive result. Ideal for both terraces and façades. Available in metal and plastic.

VENTILATION The micro-ventilation under the boards prevents water stagnation, ensuring excellent durability. The larger bearing surface ensures that the substructure is not crushed.

INGENIOUS Assembly stop for an accurate and simple installation of the fastener. Slotted holes to follow movements of the wood. Allows replacement of individual boards.

CHARACTERISTICS FOCUS

extremely versatile joints and grooves

CLADDING

aluminium coating, grey, black

BOARDS

without grooving

JOINTS

from 2,0 to 10,0 mm

FASTENERS

KKTX520A4, KKAN430, KKF4520

VIDEO Scan the QR Code and watch the video on our YouTube channel

MATERIAL Carbon steel, with coloured anti-rust coating, and brown polypropylene.

FIELDS OF USE Outdoor use. Fastening timber or WPC boards on substructures in wood, WPC or aluminium. Suitable for service classes 1-2-3.

308 | TERRALOCK | OUTDOOR

GEOMETRY TERRALOCK

TERRALOCK PP 5 8

5 8 60 45 15

180 165

20 5 20 20 15

5 10 5

5 20 15

5 8

5 8 60 45 15

5 10 5

180 165 20

5 20 20 15

5 10 5

20 15 20

board L min = 145 mm

5 10 5

board L min = 100 mm

board L min = 145 mm

board L min = 100 mm

P B

CODES AND DIMENSIONS TERRALOCK

TERRALOCK PP

CODE TER60ALU TER180ALU TER60ALUN TER180ALUN

material

PxBxs

zinc-plated steel zinc-plated steel zinc-plated steel, black zinc-plated steel, black

[mm] 60 x 20 x 8 180 x 20 x 8 60 x 20 x 8 180 x 20 x 8

pcs 100 50 100 50

KKT A4 | AISI316/KKT COLOR

5 TX 20

CODE KKTX520A4 KKTX525A4 KKTX530A4 KKTX540A4 KKTN540

L [mm] 20 25 30 40 40

4 TX 20

KKAN430

pcs

brown nylon brown nylon

[mm] 60 x 20 x 8 180 x 20 x 8

100 50

Upon request also available in A2 | AISI304 stainless steel for quantities over 20.000 pcs. (code TER60A2 e TER180A2).

pcs

d1 [mm]

200 200 200 200 200

4,5 TX 20

CODE

L [mm]

pcs

KKF4520

200

KKF4540

200

L [mm]

pcs

1000

SBN A2 | AISI304

fastening on aluminium for TERRALOCK CODE

PxBxs

fastening on wood and WPC for TERRALOCK PP

KKA COLOR

d1 [mm]

TER60PPM TER180PPM

material

KKF AISI410

fastening on wood and WPC for TERRALOCK d1 [mm]

CODE

fastening on aluminium for TERRALOCK PP L [mm]

pcs

200

d1 [mm] 3,5 TX 15

CODE SBN3525

TERRALOCK PP Version in plastic, ideal for creating patios near aquatic environments. Durability in time guaranteed by microventilation under the boards. Totally concealed fastening.

OUTDOOR | TERRALOCK | 309

CONNECTOR SELECTION TERRALOCK 60

TERRALOCK PP 60

A. TERRALOCK fastener 60: 2 pcs B. top screws: 4 pcs C. bottom screws: 1 pc

A. fastener TERRALOCK PP 60: 2 pcs B. top screws: 4 pcs C. bottom screws: 1 pc

B C

S B

top screw type

C C

minimum board thickness

bottom screw type

minimum joist height

top screw type

minimum board thickness

bottom screw type

KKTX 5 x 20

S > 21 mm

KKT 5 x 40

H > 40 mm

KKTX 5 x 25

S > 26 mm

KKT 5 x 50

H > 50 mm

KKTX 5 x 30

S > 31 mm

KKT 5 x 60

H > 60 mm

KKF 4,5 x 20

S > 19 mm

KKF 4,5 x 40

TERRALOCK 180

TERRALOCK PP 180

A. TERRALOCK fastener 180: 1 pc B. top screws: 2 pcs C. bottom screws: 1 pc

A. fastener TERRALOCK PP 180: 1 pc B. top screws: 2 pcs C. bottom screws: 1 pc

B C

S H

top screw type

H > 38 mm

B B

minimum joist height

minimum board thickness

bottom screw type

minimum joist height

top screw type

KKTX 5 x 20

S > 21 mm

KKT 5 x 40

H > 40 mm

KKF 4,5 x 20

KKTX 5 x 25

S > 26 mm

KKT 5 x 50

H > 50 mm

KKTX 5 x 30

S > 31 mm

KKT 5 x 60

H > 60 mm

310 | TERRALOCK | OUTDOOR

minimum board thickness

bottom screw type

S > 19 mm

KKF 4,5 x 40

minimum joist height

C H > 38 mm

TERRALOCK 60 INSTALLATION 01

Position two connectors per each fixing node.

Fix each fastener to the sub-structure by inserting a KKTX screw in one of the two slotted holes.

Turn the board over and slide it under the previously fastened board fixed to the sub-structure.

It is recommended to use STAR spacers inserted between the boards.

TERRALOCK 180 INSTALLATION 01

For each board arrange one fastener and fix it by means of two KKTX screws.

Turn the board over and slide it under the previously fastened board fixed to the sub-structure.

Fix each fastener to the sub-structure by inserting a KKTX screw in one of the two slotted holes.

It is recommended to use STAR spacers inserted between the boards.

CALCULATION EXAMPLE i = i = joist spacing|

L = board width

f = joint width

TERRALOCK 180

TERRALOCK 60

i = 0,60 m

L = 140 mm

f = 7 mm

i = 0,60 m

L = 140 mm

f = 7 mm

1m2 / i / (L + f) ∙ 2 = pcs at m2

1m2/i/(L + f) =pcs at m2

1m2/ 0,6 m / (0,14 m + 0,007 m) ∙ 2 = 23 pcs /m2 + 46 pcs. top screws type B/m2

1m2/ 0,6 m/(0,14 m + 0,007 m) = 12 pcs /m2 + 24 pcs. top screws type B/m2

+ 12 pcs. bottom screws type C/m2

DECKS WITH COMPLEX GEOMETRIES Thanks to its special geometric configuration, the TERRALOCK fastener allows to create decks with complex geometric layouts that will meet any aesthetic requirement. The two slotted holes and optimal positioning of the end stop allow for assembly on inclined substructures.

OUTDOOR | TERRALOCK | 311

GROUND COVER ANTI-VEGETATION TARP FOR SUBSTRATES PERMEABLE The anti-vegetation tarp prevents the growth of grasses and roots, protecting the patio substructure from the ground. Permeable to water, allowing it to flow off.

STRONG The polypropylene non-woven fabric (50 g/m2) effectively separates the patio substructure from the ground. Dimensions optimised for patios (1.6 m x 10 m).

CODES AND DIMENSIONS CODE COVER50

material

g/m2

NWF

HxL

[m]

[m2]

1.6 x 10

Tensile strength

MD/CD

95/55 N

Elongation

MD/CD

35/80 %

pcs 1

MATERIAL Non-woven fabric (NWF) in polypropylene (PP).

FIELDS OF USE Separates substructure from ground.

312 | GROUND COVER | OUTDOOR

NAG LEVELING PAD OVERLAPPABLE Available in 3 thicknesses (2,0, 3,0 and 5,0 mm), can also be overlapped to obtain different thicknesses and thus effectively level the patio substructure.

DURABILITY The EPDM material guarantees excellent durability, is not subject to sagging in time and does not suffer from exposure to sunlight.

GEOMETRY

CODES AND DIMENSIONS CODE

BxLxs

density

shore

pcs

[mm]

[kg/m3]

NAG60602

60 x 60 x 2

1220

NAG60603

60 x 60 x 3

1220

NAG60605

60 x 60 x 5

1220

s L

Operating temperature -35°C | +90°C.

MATERIAL EPDM, black.

FIELDS OF USE Substructure levelling.

OUTDOOR | NAG | 313

GRANULO GRANULAR RUBBER SUBSTRATE THREE FORMATS Available in sheet (GRANULOMAT 1,25 x 10 m), roll (GRANULOROLL and GRANULO100) or pad (GRANULOPAD 8 x 8 cm). Extremely versatile thanks to the variety of formats.

GRAINY RUBBER Made of granules of recycled rubber thermal-bonded with polyurethane. Resistant to chemical interactions, maintains its characteristics in time and is 100% recyclable.

ANTI-VIBRATION The thermal-bonded rubber granules dampen vibrations, thus insulating the noise produced by footsteps. Also ideal as a wall barrier and resilient strip for acoustic separation.

CHARACTERISTICS FOCUS

water-permeability and vibration-dampening

THICKNESS

from 4,0 to 10,0 mm

DIMENSIONS

mat, roll, PAD

USE

substrate for substructures in wood, aluminium, WPC and PVC

MATERIAL Rubber granules thermo-bound with PU.

FIELDS OF USE Substrate for substructures in wood, aluminium, WPC and PVC. Outdoor use. Suitable for service classes 1-2-3.

314 | GRANULO | OUTDOOR

GEOMETRY

s L

GRANULO PAD

GRANULO ROLL - GRANULO 100

GRANULO MAT

TECHNICAL DATA Properties

standard

value

Hardness

50 shore A

Density

750 kg/m3

ISO 29052-1

66 MN/m3

ISO 12354-2

22,6 dB

ISO 12354-2

116.3 Hz

10% deformation

21 kPa

25% deformation

145 kPa

Elongation at failure

27 %

Thermal conductivity (λ)

UNI EN 12667

0,033 W/mK

Apparent dynamic stiffness s’t Theoretical estimate of the degree of impact sound attenuation ∆Lw System resonance frequency f0(1)

(1)

Compression deformation stress

(1)

The load considered is m’=125 kg/m2.

CODES AND DIMENSIONS CODE

[mm]

[m]

GRANULOPAD

0,08

pcs 20

GRANULOROLL

GRANULO100

100

GRANULOMAT

1250

SOUNDPROOFING Ideal as a substrate for patio substructures. Permeable to water, ideal for outdoor use.

OUTDOOR | GRANULO | 315

TERRA BAND UV BUTYL ADHESIVE TAPE DECKS AND FACADES Ideal for protecting joists from water and UV rays. Can be used for both patios and façades, protecting and extending the life of the wooden joists.

PERMANENT UV STABILITY The black aluminized butyl-based compound guarantees unlimited resistance to UV radiation that can penetrate between the joints between patio and façade boards.

CODES AND DIMENSIONS CODE

[mm]

[m]

pcs

TERRAUV75

0,8

TERRAUV100

0,8

100

TERRAUV200

0,8

200

s: thickness | B: base| L: length

MATERIAL Butyl-based compound coated with a black aluminium separating film.

FIELDS OF USE Protection against water and UV radiation.

316 | TERRA BAND UV | OUTDOOR

PROFID SPACER PROFILE VENTILATION The square EPDM profile must be applied over the joists. Creates micro-ventilation under the boards and thus prevents water stagnation and ensures excellent patio durability.

STRENGTH The EPDM guarantees excellent durability. With a density of over 1200 kg/m 3 , it guarantees high crushing resistance and is also ideal for high loads.

GEOMETRY CODES AND DIMENSIONS CODE PROFID

density

[mm]

[m]

kg/m3

1220

shore

pcs

s B

s: thickness | B: base| L: length

MATERIAL EPDM.

FIELDS OF USE Microventilation under the board.

OUTDOOR | PROFID | 317

JFA ADJUSTABLE SUPPORT FOR TERRACES LEVELLING The height-adjustable support can easily adapt to variations in substrate level. The rise also allows for ventilation under the joists.

DOUBLE REGULATION Can be adjusted both from below, with a SW 10 wrench, or from above, using a flat-tip screwdriver. Fast, convenient, versatile system.

SUPPORT The TPE plastic support base reduces the noise produced by footsteps. The ball-joint can adapt to uneven surfaces.

CHARACTERISTICS FOCUS

can be adjusted from above and below

HEIGHT

4,0 | 6,0 | 8,0 mm

DIMENSIONS

Ø8 mm

USE

raising and levelling of the structure

MATERIAL Carbon steel with zinc plated and austenitic stainless steel A2 | AISI304.

FIELDS OF USE Raising and levelling of the substructure. Outdoor use. Suitable for service classes 1-2-3.

318 | JFA | OUTDOOR

GEOMETRY

16 L

H SW 10

40 404040

25 50

Ø8

252525 25

5757 5757

7777 7777

5757 5757

252525 25

JFA840

JFA860

JFA880

JFA860A2

TECHNICAL DATA CODE

JFA840

JFA860

JFA880

JFA860A2

carbon steel

A2 | AISI304

[mm]

8 x 40

8 x 60

8 x 80

8 x 40

[mm]

25 ≤ R ≤ 40

25 ≤ R ≤ 57

25 ≤ R ≤ 77

25 ≤ R ≤ 57

+/- 5°

Material Screw Ø x L Assembly height

Angle Pre-drill for bush

[mm]

Adjustment nut

Ø10

SW 10

Total height

[mm]

Admissible capacity

Fadm

0,8

CODES AND DIMENSIONS JFA CODE

JFA A2 | AISI304 material

screw Ø x L

pcs

CODE

AISI 304

material

screw Ø x L

[mm]

pcs

[mm]

JFA840

carbon steel

8 x 40

100

JFA860

carbon steel

8 x 60

100

JFA880

carbon steel

8 x 80

100

JFA860A2

stainless steel

8 x 60

100

STAINLESS STEEL Available also in A2 | AISI304 stainless steel to for particularly aggressive environments.

OUTDOOR | JFA | 319

JFA INSTALLATION WITH ADJUSTMENT FROM BELOW

Trace the joist midline, indicating the position of the holes and then pre-drill a 10 mm diameter hole.

The depth of the pre-drill depends on the assembly height R and must be at least 16 mm (bushing size).

Use a hammer to insert the bushing.

Screw the support into the bushing and turn the joist.

Detail of adjustment from below.

Follow the course of the ground by acting independently on the individual supports.

H 05

Place the joist on the substrate, parallel to the one previously laid.

Adjust the height of the support from the bottom using a 10 mm SW wrench.

JFA INSTALLATION WITH ADJUSTMENT FROM ABOVE

Trace the joist midline, indicating the position of the holes and then pre-drill a 10 mm diameter through hole.

We recommend a maximum of 60 cm between supports, to be checked according to depending on the load.

Use a hammer to insert the bushing.

Screw the support into the bushing and turn the joist.

Detail of adjustment from above.

Follow the course of the ground by acting independently on the individual supports.

H 05

Place the joist on the substrate, parallel to the one previously laid.

320 | JFA | OUTDOOR

Adjust the height of the support from above using a flat screwdriver.

CALCULATION EXAMPLE The number of supports per m2 is to be assessed according to the load magnitude and the joist spacing.

INCIDENCE OF SUPPORTS ON SURFACE (I): q = load [kN/m2]

I = q/Fadm = pcs of JFA at m2

Fadm = admissible JFA capacity [kN]

MAXIMUM DISTANCE BETWEEN SUPPORTS (a): a

amax, JFA

min

with:

amax, JFA = 1/pcs/m2/i

amax, batten

E ∙ J ∙384

amax, batten =

between battens spacing

flim = instantaneous strain limit between supports E = material elastic modulus

flim ∙ 5 ∙ q ∙ i

J = joist section inertia modulus

PRACTICAL EXAMPLE PROJECT DATA A=6m

PATIO SURFACE S = A x B = 6 m x 4 m = 24 m2 JOISTS 50 mm

b = 50 mm h = 30 mm

B=4m

30 mm

i= 0,50 m

LOADS

0,50 m

Overload Category of use: category A (balconies) (EN 1991-1-1)

Admissible JFA support capacity

Fadm

Joist material

4,00 kN/m2

0.80 kN

C20 (EN 338:2016)

Limit for instantaneous deflection between supports

flim

Material elastic moment

E0,mean

Moment of joist section inertia

Maximum joist deflection

fmax

a/400

9,5 kN/mm2

(b ∙

h3)/12

112500 mm4

(5/384) ∙ (q ∙ i ∙ a4)/(E ∙ J)

JFA NUMBER CALCULATION INCIDENCE

NUMBER OF JFA SUPPORTS

I = q/Fadm = pcs of JFA at m2

n = I ∙ S ∙ waste coeff. = pcs. of JFA

I = 4,0 kN/m2/0,8 kN = 5,00 pcs/m2

n = 5,00 pcs/m2 ∙ 24 m2 ∙ 1,05 = 126 pcs of JFA waste coefficient = 1,05

CALCULATION OF MAXIMUM DISTANCE BETWEEN SUPPORTS SUPPORT STRENGTH LIMIT

JOIST FLEXURAL LIMIT 3

flim = fmax

therefore: amax, batten =

amax, JFA = 1/5,00/0,5 = 0,40 m

400 ∙ 5 ∙ q ∙ i

9,5 ∙ 112500 ∙ 384

amax, batten =

amax, JFA = 1/n/i

E ∙ J ∙384

∙ 10-3 = 0,47 m

400 ∙ 5 ∙ (4,0 ∙ 10-6) ∙ 500

a = min

amax, JFA

= min amax, batten

0,40 m 0,47 m

= 0.40 m

maximum distance between JFA supports

OUTDOOR | JFA | 321

SUPPORT ADJUSTABLE SUPPORT FOR TERRACES THREE VERSIONS The Small version (SUP-S) can be raised by up to 37 mm, the Medium version (SUP-M) by up to 220 mm and the Large version (SUP-L) by up to 1020 mm. All versions are height adjustable.

STRENGTH Sturdy system suitable for heavy loads. The Small (SUP-S) and Medium (SUP-M) versions can handle up to 400 kg. The Large version (SUP-L) can handle up to 800 kg.

COMBINABLE All versions can be combined with a special head to facilitate lateral fastening to the joist, which may be made of either wood or aluminium. A tile adapter is also available on request.

CHARACTERISTICS FOCUS

extreme versatility in levelling

HEIGHT

from 22 to 1020 mm

LOWER BASE

SUP-S Ø150 mm SUP-M and SUP-L Ø200 mm

STRENGTH

from 400 to 800 kg

MATERIAL Polypropylene (PP).

FIELDS OF USE Raising and levelling of the substructure. Outdoor use. Suitable for service classes 1-2-3.

322 | SUPPORT | OUTDOOR

DURABILITY UV-resistant and suitable also for aggressive environment conditions. Ideal for use in combination with ALU TERRACE.

ALU TERRACE Ideal for use in combination with ALU TERRACE, fixed laterally with KKA screws. System with excellent durability.

OUTDOOR | SUPPORT | 323

Fastening wooden joists on SUP-M support with head.

Patio made with ceramic tiles on SUP-M with special adapter (code SUPMHEAD4 available upon request).

ACCESSORY CODES AND DIMENSIONS HEAD FOR SUP-S CODE SUPSLHEAD1

EXTENSION FOR SUP-M Ø

Ø1

[mm]

pcs

3 x 14

CODE

Ø1

SUPMEXT30

HEAD FOR SUP-M Ø

pcs

CODE

SUPLEXT100

[mm] SUPMHEAD1

Ø1

BxP [mm]

SUPMHEAD2 120 x 90

Ø1

SUPSLHEAD1

pcs H

3 x 14 25

SLOPE ADAPTER FOR SUP-M AND SUP-L

CODE Ø

Ø1

[mm]

3 x 14

324 | SUPPORT | OUTDOOR

[mm] [mm] 30

100

pcs

HEAD FOR SUP-L CODE

[mm]

120

HEAD FOR SUP-M CODE

pcs

EXTENSION FOR SUP-L

CODE

H [mm]

pcs 20

pcs

[mm] Ø1

SUPCORRECT1 SUPCORRECT2

200 200

1% 2%

20 20

SUPCORRECT3

200

CODES AND DIMENSIONS - SUP-S Ø H

CODE

pcs

[mm]

SUPS2230

150

22 - 30

SUPS2840

150

28 - 40

pcs

[mm]

CODES AND DIMENSIONS - SUP-M Ø

CODE SUPM3550

200

35 -50

SUPM5070

200

50 - 70

SUPM65100

200

65 - 100

SUPM95130

200

95 - 130

SUPM125160

200

125 - 160

SUPM155190

200

155 - 190

SUPM185220

200

185 - 220

CODES AND DIMENSIONS - SUP-L

CODE

pcs

CODE

[mm]

pcs

[mm]

SUPL3550

200

35 - 50

SUPL415520

200

415 - 520

SUPL5075

200

50 - 75

SUPL515620

200

515 - 620

SUPL75120

200

75 - 120

SUPL615720

200

615 - 720

SUPL115220

200

115 - 220

SUPL715820

200

715 - 820

SUPL215320

200

215 - 320

SUPL815920

200

815 - 920

SUPL315420

200

315 - 420

SUPL9151020

200

915 - 1020

OUTDOOR | SUPPORT | 325

SUP-S INSTALLATION 01

Simply set the joist on the SUP-S or screw it to the SUP-S with 4,5 mm diameter KKF screws.

INSTALLATION OF SUP-S WITH SUPSLHEAD1 01

Place the head SUPSLHEAD1 on the SUP-S and fix the joist with 4,5 mm diameter KKF screws.

INSTALLATION OF SUP-M WITH SUPMHEAD2 01

Place the head SUPMHEAD2 on the SUP-M and fix the joist laterally with 4,5 mm diameter KKF screws.

INSTALLATION OF SUP-M WITH SUPMHEAD1 03

Place the head SUPMHEAD1 on the SUP-M and fix the joist with KKF 4,5 mm diameter screws.

326 | SUPPORT | OUTDOOR

INSTALLATION OF SUP-L WITH SUPSLHEAD1 01

360°

Place the head SUPSLHEAD1 on the SUP-L, adjust the height of the base as needed and fix the joist laterally with 4,5 mm diameter KKF screws.

INSTALLATION OF SUP-L WITH SUPSLHEAD1 01

360°

Add the SUPLEXT100 extension to the SUP-L support and then position the SUPSLHEAD1 head. Adjust the height of the base as needed and fix the joist laterally with 4,5 mm diameter KKF screws.

CODES AND DIMENSIONS - FASTENING KKF AISI410 d1 [mm] KF

X F

4,5 TX 20

CODE

L [mm]

pcs

KKF4520

200

KKF4540

200

KKF4545

200

KKF4550

200

KKF4560

200

KKF4570

200

OUTDOOR | SUPPORT | 327

ALU TERRACE ALUMINIUM PROFILE FOR PATIOS TWO VERSIONS ALUTERRA30 version for standard loads. ALUTERRA50 version, in black, for very high loads; can be used on both sides.

SUPPORT EVERY 1.10 m ALUTERRA50 designed with a very high inertia so that the SUPPORTS can be positioned every 1,10 m (along the profile midline), even with high loads (4,0 kN/m2).

DURABILITY The substructure made of aluminium profiles guarantees excellent patio durability. The drainage channel allows water to run off and generates effective micro-ventilation.

CHARACTERISTICS FOCUS

excellent durability and strength

SECTIONS

53 x 30 mm and 63 x 50 mm

THICKNESS

1,8 mm | 2,2 mm

MATERIAL Versions in aluminium and in anodized aluminium (class 15) in graphite black.

FIELDS OF USE Patio substructure. Outdoor use. Suitable for service classes 1-2-3.

328 | ALU TERRACE | OUTDOOR

DISTANCE 1.10 m With an inter-profile distance of 80 cm (load: 4.0 kN/m2), the SUPPORTS can be spaced 1,10 m apart and placed along the ALUTERRACE50 midline.

COMPLETE SYSTEM Ideal for use in combination with SUPPORT, fixed laterally with KKA screws. System with excellent durability.

OUTDOOR | ALU TERRACE | 329

Stabilization of ALUTERRA50 with stainless steel plates and KKA screws.

Aluminium substructure made with ALUTERRA30 and resting on GRANULO PAD

ACCESSORY CODES AND DIMENSIONS s s P

s M M

M P

H M

LBVI15100 CODE LBVI15100

P WHOI1540

material

[mm]

FLIP pcs

CODE

FLAT material

pcs

A2 | AISI304

1,75

100

200

FLAT

black alluminum

200

WHOI1540 A2 | AISI304

1,75

200

FLIP

zinc-plated steel

200

KKA AISI410

KKA COLOR d1

CODE

[mm] 4 TX 20 5 TX 25

pcs

[mm] KKA420

200

KKA540

100

KKA550

100

330 | ALU TERRACE | OUTDOOR

CODE

[mm] 4 TX 20 5 TX 25

pcs

[mm] KKAN420

200

KKAN430

200

KKAN440

200

KKAN540

200

GEOMETRY

12 5

36 5

5 18,5 11,5

12 43

19 5

15,5 5018,5 H 30 15,5 11,5

15,5 50

53 B

15,5 60

ALU TERRACE 30

ALU TERRACE 50

CODES AND DIMENSIONS CODE ALUTERRA30

[mm]

1,8

2200

pcs 1

CODE ALUTERRA50

[mm]

2,5

2200

pcs 1

NOTES: upon request, P= 3000 mm version is available.

EXAMPLE OF FASTENING WITH SCREWS AND ALUTERRA30 01

Place the ALU TERRACE on the SUP-S fit with head SUPSLHEAD1.

Fix the ALU TERRACE with 4,0 mm diameter KKAN.

Fix the wooden or WPC boards directly on the ALU TERRACE with 5,0 mm diameter KKA screws.

Repeat the operations for the remaining boards.

EXAMPLE OF FASTENING WITH CLIP AND ALUTERRA50 01

Place the ALU TERRACE on the SUP-S fit with head SUPSLHEAD1.

Fix the ALU TERRACE with 4,0 mm diameter KKAN.

Fix the boards using FLAT concealed clips and 4,0 mm diameter KKAN screws.

Repeat the operations for the remaining boards.

OUTDOOR | ALU TERRACE | 331

EXAMPLE PLACEMENT ON GRANULO PAD 01

Several ALUTERRA30 units can be connected lengthwise using stainless steel plates. Connection is optional.

Line up the ends of 2 aluminium profiles.

Place the LBVI15100 stainless steel plate on the aluminium profiles and fix with 4,0 x 20 KKA screws.

Do this on both sides to maximize stability.

EXAMPLE PLACEMENT ON SUPPORT 01

Several ALUTERRA50 units can be connected lengthwise using stainless steel plates. Connection is optional if the joint coincides with placement on the SUPPORT.

Place the LBVI15100 stainless steel plate on the lateral holes in the aluminium profiles and fix with 4,0 x 20 KKA screws or KKAN 4,0 mm diameter.

332 | ALU TERRACE | OUTDOOR

Connect the aluminium profiles with KKAN screws (diameter: 4,0 mm) and place 2 aluminium profiles end to end.

Do this on both sides to maximize stability.

MAXIMUM DISTANCE BETWEEN SUPPORTS (a) ALU TERRACE 30 ALU TERRACE 30 SUPPORT

= joists spacing

a = distance between supports i

OPERATING LOAD

i [m]

[kN/m2]

0,4

0,45

0,5

0,55

0,6

0,7

0,8

0,9

1,0

2,0

0,77

0,74

0,71

0,69

0,67

0,64

0,61

0,59

0,57

3,0

0,67

0,65

0,62

0,60

0,59

0,56

0,53

0,51

0,49

4,0

0,61

0,59

0,57

0,55

0,53

0,51

0,48

0,47

0,45

5,0

0,57

0,54

0,53

0,51

0,49

0,47

0,45

0,43

0,42

ALU TERRACE 50 ALU TERRACE 50 SUPPORT

= joists spacing

a = distance between supports i

OPERATING LOAD

i [m]

[kN/m2]

0,4

0,45

0,5

0,55

0,6

0,7

0,8

0,9

1,0

2,0

1,70

1,64

1,58

1,53

1,49

1,41

1,35

1,30

1,25

3,0

1,49

1,43

1,38

1,34

1,30

1,23

1,18

1,14

1,10

4,0

1,35

1,30

1,25

1,22

1,18

1,12

1,07

1,03

1,00

5,0

1,25

1,21

1,16

1,13

1,10

1,04

1,00

0,96

0,92

NOTES: • Example with deformation L/300; • Useful load according to EN 1991-1-1:

The calculation was performed with a static diagram on a simple support span and considering a uniformly distributed load.

- Category A areas = 2,0 ÷ 4,0 kN /m²; - Areas susceptible to category C2 crowding = 3,0 ÷ 4,0 kN/m²; - Areas susceptible to category C3 crowding = 3,0 ÷ 5,0 kN/m²;

OUTDOOR | ALU TERRACE | 333

STAR STAR FOR DISTANCES

CODES AND DIMENSIONS CODE

thickness

STAR

from 4 to 8

pcs

[mm] 1

CRAB MINI PATIO CLAMP

CODES AND DIMENSIONS CODE

opening [mm]

[kg]

CRABMINI

263 - 415

max. 200

334 | STAR | CRAB MINI | OUTDOOR

compression

pcs 1

SHIM LEVELLING WEDGES

CODES AND DIMENSIONS CODE

colour

LxPxs

pcs

SHBLUE

blue

100 x 22 x 1

500

SHBLACK

black

100 x 22 x 2

500

red

100 x 22 x 3

500

SHWHITE

white

100 x 22 x 4

500

SHYELLOW

yellow

100 x 22 x 5

500

[mm]

SHRED

Also available in the LARGE version.

BROAD COUNTERBORE CUTTER FOR KKT, KKZ, KKA

CODES AND DIMENSIONS Øbit

Øcounterbore

[mm]

BROAD1

6,5

BROAD2

9,5

105

150

CODE

cutter

Lbit

[mm]

pcs

OUTDOOR | SHIM | BROAD | 335

TIMBER-TO-METAL

SBS - SPP SELF-DRILLING TIMBER-TO-METAL SCREW . . . . . . . . . . . . . . . . 340

SBS A2 | AISI304 SELF-DRILLING TIMBER-TO-METAL SCREW . . . . . . . . . . . . . . . . 342

SBN - SBN A2 | AISI304 SELF-DRILLING METAL SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . 344

WBAZ STAINLESS STEEL WASHER WITH SEALING GASKET. . . . . . . . . . 346

TBS EVO FLANGE HEAD SCREW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 348

MTS A2 | AISI304 SCREWS FOR SHEET METAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 349

MCS A2 | AISI304 SCREW WITH WASHER FOR SHEET METAL. . . . . . . . . . . . . . . . . . 350

TIMBER-TO-METAL | 339

SBS - SPP

BIT INCLUDED

SELF-DRILLING TIMBER-TO-METAL SCREW TIMBER-TO-METAL TIP Special self-perforating tip with bleeder geometry for excellent drilling capacity both in aluminium (thickness: up to 10 mm) and steel (thickness: up to 8 mm).

CUTTING FINS The fins protect the screw thread during penetration into the wood. They guarantee maximum threading efficiency in metal and perfect adhesion between the thickness of the wood and the metal.

WIDE RANGE The SPP version, with partially thread, is ideal for fastening sandwich panels, even thick ones, to steel. Very sharp under-head ribs for a perfect surface finish on the wooden element.

CHARACTERISTICS FOCUS

self-perforating tip with protective fins

HEAD

countersunk with under-head ribs

DIAMETER

from 4,2 to 6,3 mm

LENGTH

from 32 to 240 mm

MATERIAL Galvanized carbon steel.

FIELDS OF USE Direct fastening, without pre-drill, of wooden elements to steel (maximum thickness 8,0 mm) or aluminium (maximum thickness 10,0 mm) substructures.

340 | SBS - SPP | TIMBER-TO-METAL

GEOMETRY A

d2 d1 t1

SP P

SB S

s dk

d2 d1

SBS

SPP SBS

SPP

Nominal diameter

[mm]

4,2

4,8

5,5

6,3

Head diameter

[mm]

8,00

9,25

10,50

12,00

12,50

Tip diameter

[mm]

3,30

3,50

4,15

4,85

Head thickness

[mm]

3,50

4,20

4,80

5,30

Tip length

[mm]

10,0

10,5

11,5

15,0

20,0

INSTALLATION 01

Recommended screwing: ≈ 1000 - 1500 rpm (steel plate) ≈ 600 - 1000 rpm (aluminium plate)

CODES AND DIMENSIONS SBS d1

SPP CODE

[mm] SBS4232 4,2 TX 20 SBS4238 SBS4838 4,8 TX 25 SBS4845 SBS5545 5,5 TX 30 SBS5550 SBS6360 SBS6370 6,3 TX 30 SBS6385 SBS63100

[mm]

32 38 38 45 45 50 60 70 85 100

19 25 23 30 29 34 40 50 65 80

17 23 21 28 26 31 36 46 61 76

1÷3 1÷3 2÷4 2÷4 3÷5 3÷5 4÷6 4÷6 4÷6 4÷6

2÷4 2÷4 3÷5 3÷5 4÷6 4÷6 6÷8 6÷8 6÷8 6÷8

pcs 500 500 200 200 200 200 100 100 100 100

CODE

[mm]

SPP63125 SPP63145 SPP63165 6,3 SPP63180 TX 30 SPP63200 SPP63220 SPP63240

125 145 165 180 200 220 240

60 60 60 60 60 60 60

96 116 136 151 171 191 211

6÷8 6÷8 6÷8 6÷8 6÷8 6÷8 6÷8

8÷10 8÷10 8÷10 8÷10 8÷10 8÷10 8÷10

pcs 100 100 100 100 100 100 100

s1 thickness, steel plate S235/St37 s2 thickness, aluminium plate

SIP PANELS The SPP version is ideal for fastening SIP panels and sandwich panels thanks to the complete range of lengths (up to 240 mm).

TIMBER-TO-METAL | SBS - SPP | 341

SBS A2 | AISI304

BIT INCLUDED

AISI 304

SELF-DRILLING TIMBER-TO-METAL SCREW BIMETAL SCREW The head and body are made of A2 | AISI304 stainless steel, thus providing high resistant to corrosion. The tip is made of carbon steel for excellent drilling performance.

TIMBER-TO-METAL TIP Special self-perforating tip with bleeder geometry for excellent drilling capacity both in aluminium and steel. The fins protect the screw thread during penetration into the wood.

STAINLESS STEEL The A2 | AISI304 stainless steel head and body make it ideal for outdoor applications. Very sharp under-head ribs for a perfect surface finish on the wooden element.

CHARACTERISTICS FOCUS

self-perforating tip with protective fins

HEAD

countersunk with under-head ribs

DIAMETER

from 4,8 to 6,3 mm

LENGTH

from 45 to 120 mm

MATERIAL A2 | AISI304 stainless steel.

FIELDS OF USE Use in aggressive outdoor environments. Suitable for service classes 1-2-3. Direct fastening, without pre-drill, of wooden elements to steel (maximum thickness 6,0 mm) or aluminium (maximum thickness 8,0 mm) substructures.

342 | SBS A2 | AISI304 | TIMBER-TO-METAL

GEOMETRY A

s d2 d1

dk b

Lp L

Nominal diameter

[mm]

4,8

5,5

6,3

Head diameter

[mm]

9,25

10,50

10,50 4,80

Tip diameter

[mm]

3,50

4,15

Head thickness

[mm]

4,25

4,85

4,50

Tip length

[mm]

10,25

10,00

12,00

INSTALLATION 01

Recommended screwing: ≈ 1000 - 1500 rpm (steel plate) ≈ 600 - 1000 rpm (aluminium plate)

CODES AND DIMENSIONS d1

CODE

[mm] 4,8 SBSA24845 TX 25 5,5 SBSA25555 TX 25

[mm]

45 55

31 39

30 37

1 ÷3 2 ÷5

2 ÷3 3 ÷5

pcs

CODE

[mm] SBSA26370

[mm]

3 ÷6

4 ÷8

100

103

3 ÷6

4 ÷8

100

200

6,3 TX 30 SBSA263120 120

200

s1 thickness, steel plate S235/St37 s2 thickness, aluminium plate

pcs

OUTDOOR ENVIRONMENT The A2 | AISI304 stainless steel makes it ideal for use outdoors or in aggressive environments.

TIMBER-TO-METAL | SBS A2 | AISI304 | 343

SBN - SBN A2 | AISI304

AISI 304

SELF-DRILLING METAL SCREW TIP FOR METAL Special self-perforating tip for iron and steel in thicknesses ranging from 0,7 mm to 5,25 mm. Ideal for fastening overlapping sections of metal and sheet metal.

FINE THREAD Fine thread ideal for precise fastening on sheet metal or for metal-to-metal or timber-to-metal couplings.

STAINLESS STEEL Also available in a bimetal version with head and body in A2 | AISI304 stainless steel and tip in carbon steel. Ideal for outdoor fastening of clips on aluminium supports.

CHARACTERISTICS FOCUS

self-perforating bit with protective fins

HEAD

countersunk with under-head ribs

DIAMETER

from 3,5 to 5,5 mm

LENGTH

from 25 to 50 mm

MATERIAL Galvanized carbon steel or stainless steel A2 | AISI304.

FIELDS OF USE Direct fastening, without pre-drill, of metal structural elements to metal substructures (maximum thickness: 5,25 mm).

344 | SBN - SBN A2 | AISI304 | TIMBER-TO-METAL

GEOMETRY A

s d1

dk b L

Nominal diameter

[mm]

3,5

3,9

4,2

4,8

5,5

Head diameter

[mm]

6,90

7,50

8,20

9,50

10,80

Head thickness

[mm]

2,60

2,80

3,05

3,55

3,95

Tip length

[mm]

5,00

4,70

5,40

6,40

7,20

CODES AND DIMENSIONS SBN A2 | AISI304

SBN d1

CODE

[mm]

3,5 SBN3525 TX 15

0.7 ÷ 2.25

500

3,9 SBN3932 TX 15

0.7 ÷ 2.40

200

4,2 SBN4238 TX 20

1.75 ÷ 3.00

200

4,8 SBN4845 TX 25

1.75 ÷ 4.40

200

5,5 SBN5550 TX 25

1.75 ÷ 5.25

200

[mm]

pcs

CODE

[mm]

3,5 SBNA23525 TX 15

0.7 ÷ 2.25

1000

3,9 SBNA23932 TX 15

0.7 ÷ 2.40

1000

[mm]

pcs

SBN A2 | AISI304 Ideal for outdoor fastening to standard Rothoblaas aluminium clips.

TIMBER-TO-METAL | SBN - SBN A2 | AISI304 | 345

WBAZ STAINLESS STEEL WASHER WITH SEALING GASKET WATERPROOF Perfect watertight closure and excellent sealing thanks to the EPDM sealing gasket.

RESISTANT TO UV RAYS Excellent resistance to UV rays. Ideal for outdoor use thanks to the adaptability of the EPDM gasket and washer in stainless steel A2 | AISI304.

VERSATILITY Ideal for use on sheets (thickness: up to 0,7 mm) in combination with TBS EVO Ø6 screws, that can be installed without pre-drill, or with MTS A2 | AISI304 screws, installed with pre-drill.

CHARACTERISTICS FOCUS

water-tightness and UV strength

GASKET

EPDM

SCREWS DIAMETER

from 6,0 to 6,5 mm

FASTENING

TBS EVO, MTS A2 | AISI304

MATERIAL A2 | AISI304 stainless steel.

FIELDS OF USE Watertight and UV-resistant fastening of metal sheets to wooden substructures using TBS EVO or MTS screws.

346 | WBAZ | TIMBER-TO-METAL

CODES AND DIMENSIONS D1 CODE

screw

[mm]

6,0 - 6,5

6,5

H WBAZ25A2

pcs 100

INSTALLATION TBS EVO + WBAZ ØxL

6 x 60

min. 0 - max. 40

6 x 80

min. 10 - max. 60

6 x 100

min. 30 - max. 80

6 x 120

min. 50 - max. 100

6 x 140

min. 70 - max. 120

6 x 160

min. 90 - max. 140

6 x 180

min. 110 - max. 160

6 x 200

min. 130 - max. 180

MTS A2 + WBAZ ØxL

Correct tightening

Excessive tightening

fastening package [mm]

6 x 80

min. 10 - max. 60

6 x 100

min. 30 - max. 80

6 x 120

min. 50 - max. 100

Insufficient tightening

Tightening off axis

NOTES: The thickness of the washer after installation is approximately 8-9 mm.

FAUX ROOFING TILE Can also be used on sandwich panels, corrugated panels and faux roofing tiles.

TIMBER-TO-METAL | WBAZ | 347

TBS EVO

1002

CERTIFIED

C4 COATING

BIT INCLUDED

COATING

ETA-11/0030

FLANGE HEAD SCREW EVO C4 COATING 20 μm multilayer coating with a surface treatment of epoxy resin and aluminium flakes. No rust after 1440 hours of salt spray exposure, as per ISO 9227. Can be used in service class 3 outdoor applications and under class C4 atmospheric corrosion conditions.

SELF-DRILLING FOR SHEET METAL Direct fastening on sheet metal (thickness: up to 0,7 mm) without requiring any pre-drill. Ideal in combination with WBAZ washer.

CODES AND DIMENSIONS d1

CODE

[mm] TBSEVO660

6 TX 30

[mm]

pcs

100

TBSEVO680

100

TBSEVO6100

100

TBSEVO6120

120

100

TBSEVO6140

140

100

TBSEVO6160

160

100

TBSEVO6180

180

105

100

TBSEVO6200

200

125

100

GEOMETRY

NOTE: codes, techniques and further information on page 84.

MATERIAL Carbon steel with bright zinc plated.

FIELDS OF USE Can be installed on sheets up to 0,7 mm thick without pre-drilling. Suitable for service classes 1-2-3. Ideal in coupling with WBAZ washer.

348 | TBS EVO | TIMBER-TO-METAL

MTS A2 | AISI304

AISI 304

SCREWS FOR SHEET METAL HEXAGONAL HEAD Ideal for use in combination with WBAZ washers to achieve water-tight fastening to sheet metal; requires a pre-drill. The hexagonal head facilitates any subsequent removal.

STAINLESS STEEL The A2 | AISI304 stainless steel ensures high resistance to corrosion and excellent durability, even in very aggressive environments.

GEOMETRY

CODES AND DIMENSIONS d1

CODE

[mm] 6 SW 8

dUK dUK

[mm]

pcs A

MTS680

SW 8

12,5

20÷40

100

MTS6100

SW 8

12,5

100

40÷60

100

MTS6120

SW 8

12,5

120

60÷80

100

SW A

MATERIAL A2 | AISI304 stainless steel.

FIELDS OF USE Can be used outdoors in aggressive environments. Suitable for service classes 1-2-3. Ideal in coupling with WBAZ washer.

TIMBER-TO-METAL | MTS A2 | AISI304 | 349

MCS A2 | AISI304

AISI 304

SCREW WITH WASHER FOR SHEET METAL INTEGRATED WASHER A2 | AISI304 stainless steel screw with integrated A2 | AISI304 stainless steel washer and EPDM gasket.

STAINLESS STEEL The A2 | AISI304 stainless steel ensures high resistance to corrosion. Also available in various colours: copper or chocolate brown.

TORX BIT Convex head with Torx slot for secure fastening of sheet metal on wood or plaster. Ideal for fastening gutters to wood and corrugated sheet metal.

CHARACTERISTICS FOCUS

washer with integrated EPDM gasket

WASHER

A2 | AISI304 stainless steel

GASKET

EPDM

DIAMETER

4,5 mm

LENGTH

from 25 to 120 mm

MATERIAL A2 | AISI304 stainless steel.

FIELDS OF USE Can be used outdoors in aggressive environments. Suitable for service classes 1-2-3. Fastening metal structural elements to wooden substructures.

350 | MCS A2 | AISI304 | TIMBER-TO-METAL

GEOMETRY

dk L

Nominal diameter

[mm]

4,5

Head diameter

[mm]

8,30

Diameter of washer

[mm]

20,00

CODES AND DIMENSIONS MCS A2: stainless steel d1

MCS CU: copper finish CODE

[mm]

4,5 TX 20

pcs

[mm]

pcs

[mm]

MCS4525A2

200

MCS4525CU

200

MCS4535CU

200

MCS4545A2

200

MCS4545CU

200

MCS4560A2

200

MCS4560CU

200

MCS4580A2

200

MCS4580CU

200

MCS45100A2

100

200

MCS45100CU

100

MCS45120A2

120

200

MCS45120CU

120

200

pcs

CODE

[mm] 4,5 TX 20

CODE

MCS4535A2

MCS M: RAL 8017 - chocolate brown d1

d1 [mm]

4,5 TX 20

MCS B: RAL 9002 - light grey L

pcs

[mm]

CODE

[mm]

MCS4525A2M

200

MCS4535A2M

200

MCS4545A2M

200

4,5 TX 20

[mm] MCS4525A2B

200

MCS4535A2B

200

MCS4545A2B

200

PERGOLAS Ideal for fastening corrugated sheet metal on the wooden pergolas and outdoor structures.

TIMBER-TO-METAL | MCS A2 | AISI304 | 351

COMPLEMENTARY PRODUCTS

COMPLEMENTARY PRODUCTS A 10 M CORDLESS DRILL. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 356

A 18 M BL CORDLESS DRILL. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 356

KMR 3373 AUTOMATIC LOADER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 357

KMR 3372 AUTOMATIC LOADER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 357

KMR 3338 SCREWDRIVER WITH AUTOMATIC LOADER. . . . . . . . . . . . . . . . . 358

KMR 3352 SCREWDRIVER WITH AUTOMATIC LOADER. . . . . . . . . . . . . . . . . 358

IMPULS PULSE SCREW GUN. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 359

B 13 B POWERED SCREWDRIVER. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 359

BIT TORX BITS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 360

JIG ALU STA DRILLING TEMPLATE FOR ALUMIDI AND ALUMAXI. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 361

JIG ALU SBD MARKING TEMPLATE FOR ALUMIDI AND ALUMINI. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 361

D 38 RLE 4-SPEED CORDLESS SCREWDRIVER. . . . . . . . . . . . . . . . . . . . . . . 362

DRILL STOP COUNTERBORE CUTTER WITH DEPTH STOP. . . . . . . . . . . . . . . 363

BIT STOP DRIVER BIT HOLDER WITH END STOP . . . . . . . . . . . . . . . . . . . . . 363

LEWIS DRILL BITS FOR DEEP DRILLING IN SOFT AND EUROPEAN HARDWOODS. . . . . . . . . . . . . . . . . . . . . . . . . . . 364

SNAIL HSS TWIST DRILL BITS FOR HARDWOOD, MELAMINE-FACED BOARDS AND OTHER MATERIALS. . . . . . . . 366

JIG VGZ 45° TEMPLATE FOR 45° SCREWS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 367

JIG VGU TEMPLATE FOR VGU WASHER. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 367

COMPLEMENTARY PRODUCTS | 355

A 10 M CORDLESS DRILL • • • • •

Soft / hard torque: 17/34 Nm Nominal minimum 1st gear: 0 - 360 (1/min) Nominal minimum 2nd gear: 0 - 1400 (1/min) Nominal tension: 10,8 V Weight: 0.8 kg

CODES AND DIMENSIONS CODE

description

pcs

MA919901

MIDIMAX IN T-MAX

MA919902

MAXIMAX IN T-MAX

A 18 M BL CORDLESS DRILL • • • • •

Soft / hard torque: 44/90 Nm Nominal minimum 1st gear: 0 - 600 (1/min) Nominal minimum 2nd gear: 0 - 2050 (1/min) Nominal tension: 18 V Weight: 1.7 kg

CODES AND DIMENSIONS CODE

description

MA91A001

MIDIMAX IN T-MAX

MA91A040

MAXIMAX IN T-MAX

356 | A 10 M | A 18 M BL | COMPLEMENTARY PRODUCTS

pcs

KMR 3373 AUTOMATIC LOADER • Screw length: 25 - 50 mm • Screw diameter: 3.5 - 4.2 mm • Compatible with A 18 M BL

CODES AND DIMENSIONS CODE

description

pcs

HH3373

loader for cordless screwdriver

HH14411591

1 metre extension

KMR 3372 AUTOMATIC LOADER • Screw length: 40 - 80 mm • Screw diameter: 4.5 - 5 mm • Compatible with A 18 M BL

CODES AND DIMENSIONS CODE

description

pcs

HH3372

loader for cordless screwdriver

HH14411591

1 metre extension

COMPLEMENTARY PRODUCTS | KMR 3373 | KMR 3372 | 357

KMR 3338 SCREWDRIVER WITH AUTOMATIC LOADER • • • •

Screw length: 40 - 80 mm Screw diameter: 4.5 - 5 mm Performance: 0 - 2850/750 (1/min/W) Weight: 2.9 kg

CODES AND DIMENSIONS CODE

description

pcs

HH3338

automatic screwdriver

HH14411591

1 metre extension

KMR 3352 SCREWDRIVER WITH AUTOMATIC LOADER • • • •

Screw length: 25 - 50 mm Screw diameter: 3.5 - 4.2 mm Performance: 0 - 2850/750 (1/min/W) Weight: 2.2 kg

CODES AND DIMENSIONS CODE

description

HH3352

automatic screwdriver

HH14411591

1 metre extension

358 | KMR 3338 | KMR 3352 | COMPLEMENTARY PRODUCTS

pcs

IMPULS PULSE SCREW GUN • • • • • •

Torque: 50 - 140 - 205 Nm Loadless speed: 0 - 2300 rpm Battery capacity - Li-ion: 3.0 Ah Nominal tension: 18 V Weight: 1.35 kg Connection: 1/2" (inches)

CODES AND DIMENSIONS CODE

description

PANIMP18

pulse screw gun

pcs 1

B 13 B POWERED SCREWDRIVER • • • • • •

Rated power consumption: 760 W Screw without pre-drill: 11 x 400 mm screws Torque: 120 Nm Weight: 2.8 kg Neck Ø: 43 mm Rpm under load in 1st, 2nd speed: 170 - 1320 U/min

CODES AND DIMENSIONS CODE

description

DUB13B

powered screwdriver

pcs 1

COMPLEMENTARY PRODUCTS | IMPULS | B 13 B | 359

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

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

bit

colour

[mm]

BITS L

6.3

CODE

geometry

pcs

[mm] 50

LONG BITS L

CODE

geometry

pcs

[mm] 150

TX25150

TX 25

red

200

TX30200

TX 30

purple

350

TX30350

TX 30

purple

150

TX40150

TX 40

blue

200

TX40200

TX 40

blue

350

TX40350

TX 40

blue

520

TX40520

TX 40

blue

150

TX50150

TX 50

green

DRIVER BIT HOLDER CODE TXHOLD

description 60 mm - magnetic

360 | BIT | COMPLEMENTARY PRODUCTS

geometry

pcs 5

JIG ALU STA DRILLING TEMPLATE FOR ALUMIDI AND ALUMAXI • Position, drill, done! With the drilling template you can drill holes for the dowels easily, quickly and precisely • With the JIG ALU template it is also possible to drill holes for the ALUMIDI and ALUMAXI brackets

CODES AND DIMENSIONS CODE JIGALUSTA

[mm]

164

298

pcs 1

JIG ALU SBD MARKING TEMPLATE FOR ALUMIDI AND ALUMINI • Template for marking of the position of the holes for SBD dowels • Using SBD self-drilling dowels the connection is almost completely concealed

CODES AND DIMENSIONS CODE JIGALUSBD

[mm]

110

280

pcs 1

COMPLEMENTARY PRODUCTS | JIG ALU STA | JIG ALU SBD | 361

D 38 RLE 4-SPEED CORDLESS SCREWDRIVER • Rated power consumption: 2000 W • Drilling Ø on: • steel with solid drill bit: up to 32 mm • wood with solid drill bit: up to 130 mm • polypropylene with LS hole cutter: up to 600 mm • Rpm under load in 1st, 2nd, 3rd and 4th speed: 120 - 210 - 380 - 650 U/min • Weight: 8.6 kg • Mandrel connection: conical MK 3

CODES AND DIMENSIONS CODE

description

DUD38RLE

4-speed screwdriver

pcs 1

ACCESSORIES FRICTION

SCREW HANDLE

• Tightening torque 200 Nm • Square connection 1/2”

CODE DUVSKU

MANDREL

• Increased safety

pcs 1

ADAPTER 1

CODE DUD38SH

• Opening 1-13 mm

pcs 1

ADAPTER 2

• For MK3

CODE

ATRE2019

pcs 1

CODE ATCS2010

362 | D 38 RLE | COMPLEMENTARY PRODUCTS

SLEEVES

• For sleeve

• For RTR

CODE CODE

pcs

ATRE2014

pcs

ATCS007

16 mm

ATCS008

20 mm

DRILL STOP COUNTERBORE CUTTER WITH DEPTH STOP • Particularly indicated for build terraces • The depth stop with rotating support, is fixed element in working, leaving no traces on the material

CODES AND DIMENSIONS CODE

Ø tip

Ø counterbore cutter

[mm]

pcs

F3577040

F3577050

F3577060

F3577504

set 4, 5, 6

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 1

COMPLEMENTARY PRODUCTS | DRILL STOP | BIT STOP | 363

LEWIS DRILL BITS FOR DEEP DRILLING IN SOFT AND EUROPEAN 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

Ø tip

Ø shank

[mm]

pcs

F1410205

4,5

235

160

F1410206

5,5

235

160

F1410207

6,5

235

160

CODE

Ø tip

Ø shank

[mm]

pcs

F1410305

4,5

320

255

F1410306

5,5

320

255

F1410307

6,5

320

255

7,8

320

255

F1410208

7,8

235

160

F1410308

F1410210

9,8

235

160

F1410309

320

255

F1410310

9,8

320

255

F1410312

11,8

320

255

F1410314

320

255

F1410316

320

255

F1410318

320

255

F1410320

320

255

F1410322

320

255

F1410324

320

255

F1410212

11,8

235

160

F1410214

235

160

F1410216

235

160

F1410218

235

160

F1410220

235

160

F1410222

235

160

F1410224

235

160

F1410228

235

160

F1410230

235

160

F1410232

235

160

F1410242

235

160

364 | LEWIS | COMPLEMENTARY PRODUCTS

F1410326

320

255

F1410328

320

255

F1410330

320

255

F1410332

320

255

CODE

Ø tip

Ø shank

[mm]

pcs

CODE

Ø tip

Ø shank

[mm]

pcs

F1410407

6,5

460

380

F1410014

1080

1010

F1410408

7,8

460

380

F1410016

1080

1010

F1410410

9,8

460

380

F1410018

1080

1010

F1410412

11,8

460

380

F1410020

1080

1010

F1410414

460

380

F1410022

1080

1010

F1410416

460

380

F1410024

1080

1010

F1410418

460

380

F1410026

1080

1010

F1410420

460

380

F1410028

1080

1010

F1410422

460

380

F1410030

1080

1010

F1410424

460

380

F1410032

1080

1010

F1410426

460

380

F1410134

1000

380

F1410428

460

380

F1410136

1000

380

F1410430

460

380

F1410138

1000

380

F1410432

460

380

F1410140

1000

380

F1410440

450

380

F1410145

1000

380

F1410450

450

380

F1410150

1000

380

F1410612

11,8

650

535

F1410614

650

535

F1410616

650

535

F1410618

650

535

total length effective length spiral length

F1410620

650

535

F1410622

650

535

F1410624

650

535

F1410626

650

535

F1410628

650

535

F1410630

650

535

F1410632

650

535

SL EL

LEWIS - SET

CODES AND DIMENSIONS CODE

Ø set

pcs

[mm]

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

COMPLEMENTARY PRODUCTS | LEWIS | 365

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 F1594020 F1594030 F1594040

Ø tip

Ø shank

[mm]

2 3 4

49 60 75

22 33 43

pcs

CODE

Ø tip

Ø shank

pcs

[mm]

F1599209

250

180

F1599210

250

180

F1599212

250

180

F1599214

250

180

F2108005

F2108006

F1599216

250

180

F1599405

400

300

F2108008

115

F1594090

125

F1599406

400

300

400

300

400

300

1 1

F1594100

130

F1599407

F1594110

140

F1599408

F1594120

150

114

F1599409

400

300

F1599205

250

180

F1599410

400

300

F1599412

400

300

F1599206

250

180

F1599207

250

180

F1599414

400

300

F1599416

400

300

F1599208

250

180

SNAIL HSS - SET

CODES AND DIMENSIONS CODE

Ø set

pcs

[mm] F1594805

3, 4, 5, 6, 8

F1594510

3, 4, 5, 6, 8, 10, 12, 13, 14, 16

366 | SNAIL HSS | COMPLEMENTARY PRODUCTS

JIG VGZ 45° 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 VGZ screws at 45°

For detailed information on the use of the template, please see the installation manual on our website (www.rothoblaas.com).

JIG VGU TEMPLATE FOR VGU WASHER • For diameters from 9 to 13 mm

CODES AND DIMENSIONS CODE

washer

[mm]

pcs

JIGVGU945

VGU945

5,5

JIGVGU1145

VGU1145

6,5

JIGVGU1345

VGU1345

8,5

NOTE:Further information on page 200.

COMPLEMENTARY PRODUCTS | JIG VGZ 45° | JIG VGU | 367

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. Pictures are partially completed with accessories not included. Images are for illustration purposes only. 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 conditions of Rotho Blaas Srl are available on the website www.rothoblaas.com. All rights reserved. Copyright © 2020 by Rotho Blaas Srl All renderings © Rotho Blaas Srl

FASTENING AIRTIGHTNESS AND WATERPROOFING SOUNDPROOFING FALL PROTECTION TOOLS AND MACHINES

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

COD

Rotho Blaas Srl

01SCREWS2EN

10|20

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.