MS 544-Pt.5-2001 GCP.pdf

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MALAYSIAN STANDARD

MS 544 : PART 5 : 2001

CODE OF PRACTICE FOR STRUCTURAL USE OF TIMBER : PART 5 : TIMBER JOINTS

ICS : 91.080.20 Descriptors :

permissible stress design, timber joint, solid timbe fabricated with mechanical fasteners, joint groups, timber grade, working loads, permissible loads, spacing, edge, end distances

© Copyright DEPARTMENT OF STANDARDS MALAYSIA

DEVELOPMENT OF MALAYSIAN STANDARDS The Department of Standards Malaysia (DSM) is the national standardisation and accreditation body.

The main function of the Department is to foster and promote standards, standardisation and accreditation as a means of advancing the national economy, promoting industrial efficiency and development, benefiting the health and safety of the public, protecting the consumers, facilitating domestic and international trade and furthering international cooperation in relation to standards

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and standardisation.

Malaysian Standards are developed through consensus by committees which comprise of balanced representation of producers, users, consumers and others with relevant interests, as may be appropriate to the subject in hand. These standards where appropriate are adoption of international standards. Approval of a standard as a Malaysian Standard is governed by the Standards of Malaysia Act 1996 (Act 549). Malaysian Standards are reviewed periodically. The use of Malaysian Standards is voluntary except in so far as they are made mandatory by regulatory authorities by means of regulations, local by-laws or any other similar ways.

The Department of Standards appoints SIRIM Berhad as the agent to develop Malaysian Standards. The Department also appoints SIRIM Berhad as the agent for distribution and sale of Malaysian Standards.

For further information on Malaysian Standards, please contact: Department of Standards Malaysia OR Level 1 & 2, Block C4, Parcel C Federal Government Administrative Centre 62502 Putrajaya Malaysia

SIRIM Berhad 1, Persiaran Dato' Menteri P.O. Box 7035, Section 2 40911 Shah Alam Selangor D.E.

Tel: 60 3 88858000 Fax: 60 3 88885060 http://www.dsm.gov.my

Tel: 60 3 5544 6000 Fax: 60 3 5510 8095 http://www.sirim.my

Email: [email protected]

MS 544: PART 5 : 2001

CONTENTS

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Page Committee representation

iv

Foreword

vi

1

Scope

1

2

Referenced documents

1

3

Joint groups

2

4

Timber grade

3

5

Anti-corrosion treatment

3

6

Tendency to split

3

7

Eccentric joints

4

8

Shear stress in the jointed member

4

9

Nailed joints

5

10

Screwed joints

12

11

Bolted joints

15

12

Coach screws

25

13

Split-ring connectors

28

14

Shear plate connectors

37

Tables 1

Group classification of timbers for use in joint design

2

2

Dry basic single shear lateral loads for one nail inserted at right angles to side grain

5

3

Dry basic single shear lateral loads for one nail in a plywood to timber joint

6

4

Modification factor k1 for duration of loading for different fasteners

9

MS 544: PART 5 : 2001

CONTENTS (continued)

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Page 5

Values of factor k17 for use in the design of multiple nail and screw joints

9

6

Minimum spacing, edge and end distances for nails

10

7

Basic withdrawal loads for one nail inserted at right angles to side grain

11

8

Dry basic single shear lateral loads for one wood screw inserted at right angles to side grain 12

9

Minimum spacing, edge and end distances for screws

10

Dry basic withdrawal loads for one wood screw inserted at right angles to side

13

grain

14

11

Maximum permissible withdrawal load per screw

14

12

Dry basic loads for one bolt in single shear

16

13

Basic working loads for a bolted joint system loaded parallel to grain

18

14

Basic working loads for a bolted joint system loaded perpendicular to grain

19

15

Values of factor K17 for use in the design of multiple connector joints of bolts, coach screws, split ring and shear plates

21

16

Minimum required size of washers for structural bolted joints

24

17

Design parameters for bolts under axial load

24

18

Dry basic withdrawal loads for coach screws in side grain

27

19

Maximum permissible withdrawal loads per coach screws

27

20

Sizes of split-ring connectors and minimum sizes of washers

28

21

Dimensions of circular grooves for split-ring connectors

29

22

Dry basic loads for one split-ring connector unit

30

MS 544: PART 5 : 2001

CONTENTS (continued)

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Page 23

End distances for split-ring and shear-plate connectors

32

24

Edge distances for split-ring and shear-plate connectors

32

25

Spacing modification factor, k~,for split-ring and shear-plate connectors

33

26

End distances modification factor, k~,for split-ring and shear-plate connectors

35

27

Loaded, edge distances modification factor, kD, for split-ring and shear-plate connectors

36

28

Sizes of shear-plate connectors and minimum sizes of washers

37

29

Dry basic loads for one shear-plate connector unit

40

30

Limiting values for permissible loads on one shear-plate connector unit

41

Figures 1

Shear stress in the jointed member

4

2

Illustration of a longitudinal and rotational joint

8

3

Graph of Hankinson formula

20

4

Spacing, edge and end distances for bolted joints

23

5

Coach screw

26

6

Timber thicknesses and fastener lengths for coach screws

26

7

Spacing, edge and end distances for split-ring and shear-plate connectors

36

8

Dimension of circular recesses for shear-plate connector units conforming to BS 1579

38

III

MS 544: PART 5: 2001

Committee representation The Building and Civil Engineering Industry Standards Committee (ISC D) under whose supervision this Malaysian Standard was developed, comprises representatives from the following Government Ministries, Trade, Commerce and Manufacturing Associations, and Scientific and Professional Bodies: Association of Consulting Engineers Malaysia Construction Industry Development Board Malaysia Department of Standards Malaysia Department of Occupational Safety and Health Jabatan Bornba dan Penyelamat Pertubuhan Akitek Malaysia Master Builders Association Malaysia Ministry of Housing and Local Government (Housing Department) Ministry of Works (Public Works Department) The Institution of Engineers, Malaysia Universiti Teknologi Malaysia

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The development of this Malaysian Standard is under the supervision of the following representatives of the CIDB Standard Committee: Ir. Mohamed bin Mohd Nuruddin Megat Kamil Azmi bin Megat Rus Kamarani Puan Zainora bt Zainal Puan Hanishahani Othman

General Manager Technology Development Division Senior Manager Standard and Quality Unit Manager Standard and Quality Unit The Secretary of CIDB Standard Committee

The Technical Committee on Structural Use of Timber which developed this Malaysian Standard consists of the following representatives: Dr. Abdul Rashid bin H]. Ab. Malik (Chairman)

Forest Research Institute Malaysia

Puan Hanishahani Othman (Secretary)

Construction Industry Development Board Malaysia

Tuan Hj. Mohd Shukari bin Midon

Forest Research Institute Malaysia

Encik Hilmi bin Md. Tahir

Jabatan Kerja Raya Malaysia

Encik Chow Wah/ Puan Dang Anom Md. Zin

Jabatan Perumahan Negara

Prof. Madya Dr. Sabaruddin bin Mohd.

Universiti Sains Malaysia

Prof. Dr. Zainai bin Mohamed/ Dr. Abd. Latif bin Saleh

Universiti Teknologi Malaysia

Prof Madya lr. Dr. Mohd Zamin bin Jumaat

Universiti Malaya

Dr. Mohd Ariff bin Jamaludin

Universiti Putra Malaysia

Encik Mohd Nor Zamri bin Mat Amin

Malaysian Timber Industry Board

Ir. Yap Chin Tian

Timber Trade Federation Malaysia

Tuan H]. Wahab bin Abdul Razak.

General Lumber Fabricators and Builders Bhd

Dr. Peter Kho Chin Seng

Sarawak Timber Association

Encik Lall Singh Gill

Malaysian Wood Moulding and Joinery Council

Encik Mohamad Omar bin Mohamad Khaidzir

Forest Research Institute Malaysia

iv

MS544: PART5: 2001

Committee representation (continued) The Working Group on Timber Joints which developed this Malaysian Standard consists of the following

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representatives: Tuan H]. Mohd Shukari bin Midon (Chairman)

Forest Research Institute Malaysia

Puan Hanishahani Bte Othman (Secretary)

Construction Industry Development Board Malaysia

Encik Hilmi bin Md. Tahir

Jabatan Kerja Raya Malaysia

Ir. Yap Chin han

Timber Trade Federation Malaysia

Dr. Peter Kho Chin Seng

Sarawak Timber Association

Mr. Nicolas Roulant

General Lumber Fabricators and Builders Bhd

Prof. Madya Ir. Dr. Mohd Zamin bin Jumaat

Universiti Malaya

Dr. Mohd. Ariff bin Jamaludin

Universiti Putra Malaysia

YM. Engku Abdul Rahman bin Chik

Syntek Sdn. Bhd

Encik Chu Yue Pun Encik Mohd Nor Zamri bin Mat Amin

Malaysian Timber Industry Board

V

MS544: PART 5:2001

FOREWORD This Malaysian Standard was developed by the Technical Committee on Structural Use of Timber established at the Construction Industry Development Board Malaysia (CIDB) under the authority of the Building and Civil Engineering Industry Standards Committee. 01DB is the Standards-Writing Organisation (SWO) appointed by SIRIM Berhad to develop standards for the construction industry. In the development of this standard, the following references were referred to: a)

BS 5268: Part 2: 1996, Code of practice for permissible stress design, materials and workmanship; and

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b)

AS 1720.1-1 988, SAA Timber structures code: Part 1

-

Design methods.

MS 544 consists of the following parts and sections, under the general title, ‘Code of practice for structural use of timber’ Part 1

:

General

Part 2 :

Permissible stress design of solid timber

Part 3 :

Permissible stress design of glued laminated timber

Part 4 :

Timber panel products Section 1: Structural plywood Section 2: Marine plywood Section 3: Cement bonded particleboard Section 4: Oriented strand board

Part 5 :

Timber joints

Part 6 :

Workmanship, inspection and maintenance

Part 7 :

Testing

Part 8 :

Design, fabrication and installation of prefabricated timber for roof trusses

Part 9 :

Fire resistance of timber structures Section 1 : Method of calculating fire resistance of timber members

Part 10 :

Preservative treatment of structural timbers

Part 11 :

Recommendation for the calculation basis for span tables Section 1 : Domestic floor joists Section 2 : Ceiling joists Section 3 : Ceiling binders Section 4: Domestic rafters

Part 12 :

Laminated veneer lumber for structural application.

Compliance with a Malaysian Standard does not of itself confer immunity from legal obligations. Vi

MS544: PART5: 2001

CODE OF PRACTICE FOR THE STRUCTURAL USE TIMBER: PART 5 : TIMBER JOINTS 1.

Scope

This part applies to joints in solid timber fabricated with mechanical fasteners described by Malaysian Standard. These include joints fabricated with the following mechanical fasteners: a) b) c) d) e) f)

nails; wood screws; bolts; coach screws; split-ring connectors; and shear-plate connectors.

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NOTES:

1. Design rules for specialised and patented mechanical fasteners and for variants of conventional fasteners are not included in this code. 2. This Standard doe.s not specifically cover glued timber-to-timber or timber-to-plywood connections as occurred in fabricated components such as stressed skin panels or plywood webbed beams. In such cases, joint design can be based on the timber components in the connection, provided that the joint is fabricated using a rigid, durable adhesive. Phenolic type adhesives meet these requirements. The design of fabricated components comprising glued connections is therefore based on the fact that with correct bonding practice and quality control, a joint is developed in which the adhesive bond strength and durability will be superior to the components comprising the joint. Reference may be made to AS 1720.1: 1988, Appendix D2 for information on methods for assessing the deformation of joints.

2.

Referenced documents

The following referenced documents contain provisions which, through reference in this text, constitute provision of this Malaysian Standard. For dated references, where there are subsequent amendments to, or revisions of, any of these publications the Malaysian Standard shall be amended or revised accordingly. For undated references, the latest edition of the publication referred apply. MS 544: Part 2: Permissible stress design of solid timber MS 544 : Part 4: Timber panel products: Section 1: Structural plywood Section 2: Marine plywood NZS 3603: 1981 Code of practice for timber design : Section 4 Joints —

Timber design handbook-Malaysian Forest Record No. 42 FRIM -

Structural timber joints-Malaysian Forest Record No. 32 FRIM -

AS 1393

Coach screws (metric series) (with ISO hexagon heads)

AS 1476

Metric wood screws

AS 2334

Steel nails Metric series -

1

MS 544: PART5: 2001

Products grade C

AS 1111

ISO metric hexagon bolts and screws

BS 373

Methods of testing small clear specimens of timber

BS 1579

Connectors for timber

ASTM D143

Standard methods of testing small clear specimens of timber



Air seasoning properties of some Malaysian timbers -Malaysian Forest Service Trade Leaflet No.41 MTIB -

The strength properties of some Malaysian timbers Malaysian Forest Service Trade Leaflet No. 34- MTIB -

3.

Joint groups

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For the purpose of joint design, timber species have been classified into five joint groups: Ji, J2, J3, J4 and J5. The joint group classifications for specific timbers are shown in Table 1. Table 1. Group classification of timbers for use in joint design Joint group

Strength group

Timbers

J1

SG1

Balau

J2

SG2/ SG3

Agoho Dedaru Kelat Merbatu Pauh kijang Ranggu

J3

504

J4

J5

Bitis

Chengal

Penaga

Bekak Delek Kembang semangkok Mertas Penyau Tualang

Belian Kern pas Kekatong Mata ulat Petaling

Balau, red Keranji Kulim Perah Surian batu

Berangan Kapur Malabera Meransi Merpauh Rengas

Dedali Kasai Meranti bakau Nyalin Resak

Derum Keruntum Merawan Perupok Simpoh

Giam Mempening Merbau Punah

SG5

Alan bunga Brazil Nut Kungkur Meranti, dark red Meranti white Ramin Tembusu

Babai Gerutu Kelendang Melunak Nyatoh Rubberwood Teak

Balik angin bopeng Kedondong Keruing Mempisang Petai Sepetir

Biritangor Kayu kundur Ketapang Mengkulang Penarahan Sen gkuang

SG6/ SG7

Ara Damar minyak Jenitri Machang Mersawa Terap

Bayur Geronggang Kasah Medang Pelajau Terentang

Batal Jelutong Laran Melantai/ Kawang Pulai

Durian Jongkong Meranti, light red Meranti ,yellow Sesendok

2

MS 544: PART 5 : 2001

Where joints comprise more than one species of timber, the design load to be used in the absence of other information is that appropriate to the weakest species in the joint.

4~

Timber grade

No allowance for the various grade of timber has been made in design data for fasteners. Design loads for joints have been based on the assumption that there are no loose knots, severe sloping grain, gum veins, gum or resin pockets, pith, holes or splits near any fastener. Accordingly, all of these defects shall be avoided at fastener locations.

5.

Anti-corrosion treatment

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The loads specified for nails, screws, bolts and coach screws apply to fasteners that are not treated against corrosion. Some forms of anti-corrosion treatment may affect fastener performance. The loads specified for timber connectors apply to fasteners that are treated against corrosion. Fasteners used in wet timber or in timber, which will be exposed to the wet exposure condition, should be non-corrodable or are treated by an anti-corrosive process.

6.

Tendency to split

Special precautions shall be specified in the use of timber that has a tendency to split to an extent that may be detrimental to connector strength. In the absence of other guidance, the criterion for tendency to split shall be based on the parameter cx defined by:

where, c

is the tangential shrinkage, in %; and

y

is the tangential cleavage strength of green timber, in Newton per millimetre (N/mm), as measured by BS 373 or ASTM D143.

Species for which cx > 0.8 often have a high tendency to split, particularly in exposed locations; species for which cx < 0.55 may be considered to have a negligible tendency to split. NOTES: 1. Information on shrinkage and cleavage for specific species can be obtained from the following: a) Malaysian Forest Service Trade Leaflet No: 41: Air-seasoning properties of some Malaysian timbers. b) Malaysian Forest Service Trade Leaflet No: 34: The strength properties of some Malaysian timbers. 3 2. It will be found that most hardwoods that have a basic density of less than 700 kg/m will have splitting parameter c~> 0.8; most rainforest hardwoods of higher density have a splitting parameter a < 0.8.

3

MS 544: PART5 :2001

7.

Eccentric joints

When it is impracticable to ensure that all the members meeting at a joint are arranged symmetrically, with their centrelines intersecting on a common axis which is also the axis of resistance of the fasteners or group of fasteners, the combined effects of primary stresses and secondary stresses due to the resulting bending and shear stress shall be checked.

8.

Shear stress in the jointed member

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The effective cross-section of a jointed member should be used when calculating its strength. The method of determining the effective cross-section is given in the appropriate clauses for each type of fastener. In addition, it should be shown that the shear stress condition shown in Figure 1 is satisfied in the jointed member.

Unloaded edge

hI

Figure 1. Shear stress in the jointed member V

=

Fsina

3V shall not exceed ‘C

adm

2 bhe where, V is the shearing force at the section; B is the thickness of the member;

4

MS544: PART5 :2001

he

‘C

is the depth of member less the distance from the unloaded edge to the centre of the bolt (see Figure 1); and

adm

permissible shear stress as given by MS 544: Part 2.

9.

Nailed joints

9.1

Lateral loads

9.1.1

Basic working loads

The basic working loads for plain shank, low carbon steel nails specified in AS 2334 or equivalent whether driven by hand or by gun, in single shear in timber fabricated in the dry condition is given in Table 2. For plywood to timber joints the basic working loads are given in Table 3. Licensed to GAN CHIN PHANG / Downloaded on : 15-Sep-2016 06:24:03 PM / Single user license only, copying and networking prohibited

A nailed joint should normally contain at least two nails. In general, the species in joint groups Ji and J2 of Table 1 require to be pre-drilled. Driving nails into holes pre-drilled to a diameter slightly less than the diameter of the nail results in a small increase in the holding power. The diameter of the pre-drilled holes should not be greater than four-fifths of the diameter of the nail. Table 2. Dry basic single shear lateral loads for one nail inserted at right angles to side grain Diameter of nail

Standard thickness of members (mm)

Basic lateral load (N) for timber in joint group:

(mm)

SWG

Head side

Point-side

Ji

J2

J3

J4

J5

2.0

14

13

19

248

197

158

126

99

2.3

13

16

22

310

246

197

157

123

2.6

12

19

25

377

300

239

191

150

3.0

11

22

29

473

375

300

240

188

3.3

10

25

32

551

437

350

280

219

3.7

9

29

38

660

523

419

335

262

4.1

8

32

44

779

618

495

395

309

4.5

7

38

51

900

715

572

457

359

4.9

6

44

57

1035

822

657

526

411

5.4

5

51

67

1205

958

767

613

480

5.9

4

57

76

1390

1103

882

703

555

6.4

3

64

89

1575

1250

1000

801

626

5

MS 544: PART 5 : 2001

Table 3. Dry basic single shear lateral load for one nail in a plywood to timber joint

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Nominal” plywood thickness

Nail (mm)

Penetration of nail to timber~(mm)

Basic Lateral load (N) for timber in group

~_________

(mm)

Diameter

Minimum length

Standard

Minimum

JI

J2

J3

J4

J5

6

2.6 3.0 3.3 3.7 4.1

40 45 45 55 60

34 39 39 49 55

13 15 17 19 21

339 426 496 594 701

270 337 393 471 556

215 270 315 377 445

172 216 252 301 355

135 169 197 236 278

9

2.6 3.0 3.3 3.7 4.1

40 45 45 55 60

31 36 36 46 51

13 15 17 19 21

342 429 494 597 704

273 340 396 474 559

218 273 318 380 448

175 219 255 304 358

138 172 200 239 281

12

2.6 3.0 3.3 3.7 4.1

40 45 45 55 60

28 33 33 43 48

13 15 17 19 21

345 432 502 600 707

276 399 477 562

221 276 321 383 451

178 222 258 307 361

141 175 203 242 284

2.6 3.0 3.3 3.7 4.1

40 45 45 55 60

25 30 32 40 45

13 15 17 19 21

348 435 505 603 710

279 346 402 480 565

224 279 324 386 454

181 225 261 310 364

144

178 206 245 287

18

2.6 3.0 3.3 3.7 4.1

43 47 50 56 62

25 29 32 38 44

13 15 17 19 21

351 438 508 606 713

282 349 405 483 568

227 282 327 389 457

184 228 264 313 367

147 181 209 248 290

21

2.6 3.0 3.3 3.7 4.1

46 50 53 59 65

25 29 32 38 44

13 15 17 19 21

354 441 511 609 716

285 352 408 486 571

230 285 330 392 460

187 231 267 316 370

150 184 212 251 293

15

343

NOTES: 1. Plywood should be structural or marine plywood depending on service condition, see MS 544: Part 4: Section 1 and 2. 2. The basic load is based on the standard nail penetration, If the penetration is less than the standard but not less than the minimum, the basic load should be reduced proportionately. If the penetration is more than the standard, no increase in basic load is allowed.

6

MS 544: PART5:2001

9.1.2

Permissible loads

The permissible load Fadm

-

Fadm

of a laterally loaded nail shall be taken to be given by:

k1 k2 k13 k14 k16 k17 F

where; k1

=

k2

= =

=

k13

= =

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k14

= =

= =

k17

=

the factor for duration of load given in Table 4; 1.0 for dry timber 1 .0 for annular ring shank and helical threaded shank nails under all exposure conditions 0.7 for wet timber; 1.0 for nails in side grain 0.7 for nails in end grain; 1.0 for nails in single shear 0.9 times the numbers of shear plane, provided that each of the member in a multiple shear joint has a thickness of not less than 0.7 of the standard thickness for point side member given in Table 2; 1.25 for nails driven through close fitting holes into metal side plates 1 .0 for timber to timber joint; factor for multiple nailed joints given in Table 5.1 for longitudinal joints and Table 5.2 for rotational joints; and

F

=

basic working load given in Table 2.

For longitudinal joints containing n nails, F~,the design load capacity of the joint, shall be taken to be given by =

nFadm

For rotational joints containing n nails, M~,the design in-plane moment capacity of the joint, shall be taken to be given by n M~

=

Fadmrmax~

(rj/rma,~f’2

1=1 where; r,

is the distance from the P~nail to the centroid of the nail group; and

rmax

is the maximum value of r1

Longitudinal and rotational joints are illustrated in Figure 2.

7

MS 544: PART5:2001

7

~aI

Fn~



••••



• •



• ••





• • •



~.

• ••

F,~

(a) Longitudinal joint

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Circle of radius 0.7 r M~ .‘ I •,i.

• •

•‘~.



II I I I I I



N

• ~

~ •~‘



—~‘~

r max na= 14

k~i

(b) Rotational joint Figure 2. Illustration of a longitudinal and rotational joint

8

MS 544: PART5:2001

Table 4. Modification factor k1 for duration of loading for different fasteners Fastener

Duration of loading Long term

Medium term

Short and very short term

Nails and screws

1.0

1.125

1.25

Bolts, coach screw, split-rings and shear- plates

1.0

1.25

1.5

Table 5. Values of factor k17 for use in the design of multiple nail and screw joints (Comprising of Table 5.1 and 5.2) Licensed to GAN CHIN PHANG / Downloaded on : 15-Sep-2016 06:24:03 PM / Single user license only, copying and networking prohibited

Table 5.1. For longitudinal tension joints Value of 1c17 Condition of timber



Fasteners flal

Wet

flat

1.00 1.00

ry NOTE.

4

5

0.90 0.94

fla;

= 10

flal

0.80 0.90

0.75 0.85

number of fasterners in each row per interface. See Figure 2(a)

flaf

Table 5.2. For rotational joints flar =

k

number of nails per interface

17

1.00 1.05 1.10 1.15 1.20

2 5 10 20 100 or greater NOTES: fla

=

number of nails within the circle of radius 0.7 rmax

r,

=

distance from fth nail to centroid of nail group

rmax

=

maximum value of r

1

See Figure 2 (b).

9

20

MS544: PART5:2001

9.1.3

Spacings, edge and end distances

Table 6 provides recommended minimum spacings, edge and end distances for nails in terms of nail diameter d. For spacings at an angle to the grain, interpolation by means of Hankinson’s formula may be used. NOTE. For timber that has a tendency to split (see Clause 6) some mitigation measures such as pre-drilling or increased spacing are recommended. The fabrication of prototype joints is a useful method of checking the efficacy of mitigation measures.

Table 6. Minimum spacing, edge and end distances for nails

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Spacing type

Minimum distance Holes predrilled to 80 percent of Holes not predrilled nail diameter

End distance Edge distance Between nails Along grain Across grain

9.1.4

20d Sd

lOd Sd

20d 1 Od

lOd 3d

Nail length and timber thickness

For the basic loads to apply, the nails ~Iiouldfully penetrate the tabulated standard thickness of members or, for members receiving the nail point, should penetrate to an equivalent depth. Where the thickness of members is less than those tabulated, the basic load should be reduced proportionately. No increase in basic load is allowed for thickness of members greater than that in Table 2. The nail should be considered as non-load bearing if the penetration of the head side or point side is less than 5d. 9.1.5

Improved nails

For sc~uaregrooved or square twisted nails of steel with a yield stress of not less than 375 N/mm the basic loads given in Table 2 should be multiplied by 1.2. The nominal diameter of the nail should be assumed to be 0.75 times the distance between diagonally opposite corners of the cross-section. ,

9.1.6

Slant driving

The direction of the slant should be such that the joint will not loosen under load. 9.1.7

Avoidance of splitting

The basic loads for nails have been derived on the assumption that splitting of the timber does not occur to any significant extent. In wet timber which shows a marked tendency to split, (see Clause 6), the use of predrilied holes of diameter 80 percent of the nail diameter is recommended.

10

MS 544: PART5:2001

9.2

Withdrawal loads

9.2.1

Basic working loads

The basic working loads in withdrawal for plain shank, low carbon steel nails as specified in AS 2334 driven by hand, into side grain of timber are given in Table 7. Table 7. Basic withdrawal loads for one nail inserted at right angles to side grain

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Diameter of nail

Basic withdrawal load (N/mm of penetration) for timber in group

(mm) 2.0 2.3 2.6 3.0 3.3 3.7 4.1

SWG 14 13 12 11 10 9 8

Ji 5.8 6.7 7.6 8.7 9.6 10.7 11.9

J2 4.1 4.7 5.3 6.1 6.7 7.5 8.3

J3 2.9 3.3 3.7 4.3 4.7 5.3 5.9

J4 2.0 2.3 2.6 3.0 3.4 3.8 4.2

J5 1.4 1.6 1.8 2.1 2.3 2.6 2.8

4.5

7

4.9 5.4 6.9 6.4

6 5 3 3

13.1

9.1

6.5

4.6

3.1

14.2 15.7 17.1 18. 6

9.9 10.9 11.9 13.0

7.0 7.7 8.5 9.2

5.0 5.5 6.0 6.5

3.4 3.7 4.1 4.4

NOTES:

1. No withdrawal load should be carried by a nail driven into the end grain of timbers. 2. The penetration ofthe nail should not be less than 15 mm.

9.2.2

Permissible loads

The permissible load F adm of a single nail in withdrawal from side grain shall be taken to be given by Fadm

=

k1k2 F

where; k1

=

k2

=

F

1.0 for all duration of loading;

=

1.0 for both wet and dry timber which subsequently will not change appreciably in moisture content. 0.25 where cyclic changes in moisture content can occur after nailing; and

=

the basic working load in withdrawal given in Table 7.

11

MS 544: PART 5 : 2001

9.2.3

Changes in moisture content

The values of basic resistance to withdrawal given in Table 7 apply to round wire nails driven into timber which subsequently will riot change appreciably in moisture content. Where large changes in moisture content of the timber subsequently to nailing are expected, the values given in Table 7 should be multiplied by 0.25. 9.2.4

Improved nails

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The values of basic resistance to withdrawal given in Table 7 should be multiplied by 1 .5 for ringed-shank or annularly-threaded nails. No reduction in basic resistance to withdrawal of these nails need be made where timber seasons subsequent to nailing. However, no load in withdrawal should be carried by ringed-shank or annularly-threaded nails driven into the end grain of the timber.

10.

Screwed joints

10.1

Lateral loads

10.1.1 Basic working loads The basic working loads for plain steel wood screws as specified in AS 1476, whether driven by hand or by machine, in single shear in dry timber are given in Table 8. NOTE. In the absence of specific data, these loads may also be used for other forms of steel screws intended for the fabrication of timber joints. Loads for other diameters may be derived by linear interpolation in direct proportion to diameter raised to the power of 1.7.

Table 8. Dry basic single shear lateral loads for one wood screw inserted at right angles to side grain Diameter of screw

Standard thickness of members (mm) Head-side Point-side

(mm)

Gauge

2.7 3.1 3.4 3.8 4.2 4.5

4 5 6 7 8 9

10 11 12 13 15 16

4.9

10

5.2

Basic lateral load (N) for timber in group: Ji

J2

J3

J4

J5

19 22 24 27 29 32

498 587 655 748 843 915

410 484 540 617

340 401 448 511

282 333 371 424

229 270 302 344

695

576

477

388

755

625

518

421

17

34

1012

835

692

574

466

11

18

37

5.6

12

20

39

6.3 7.0

14 16

22 25

44 49

1087 1187 1366 1548

897 976 1126 1276

742 811 933 1057

616 672 774 877

500 546 628

7.7

18

27

54

1734

1430

1184

982

10.1.2 Permissible loads The permissible load

Fadm

for a laterally loaded screw shall be taken to be given by: Fadm

=

k1 k2 k13 k16 k17 F 12

712 798

MS 544: PART5:2001

where; the factor for duration of load given in Table 4;

=

k2

1.0 for dry timber 0.7 for wet timber;

= =

k13

=

k16

=

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F

1.0 for screws in side grain 0.7 for screws in end grain;

=

=

1.25 where the load is applied through metal side plates of adequate strength to transfer the load and the screws are a close fit to the holes in these plates 1.0 otherwise;

=

factor for multiple screw joints given in Tables 5.1 and 5.2; and

=

basic working load given in Table 8.

10.1.3 Spacings, edge and end distances Table 9 provides recommended minimum spacings, edge and end distances for screws stated in terms of the shank diameter d. Table 9. Minimum spacing, edge and end distances for screws Spacing type

Minimum distance

End distance

lOd

Edge distance

5d

Between screws -along grain -across grain

lOd 3d

NOTE. d = shank diameter of screws.

For spacing at an angle to the grain, interpolation according to Hankinson’s formula may be used. 10.1.4 Screw length and timber thickness For the basic loads to apply, the screws should fully penetrate the tabulated standard thickness of members, or for members receiving the screw point should penetrate to an equivalent depth. Where the thickness of members are less than those tabulated the basic load should be reduced proportionately. No increase in basic load is allowed for thickness of members greater than those in Table 8. The penetration of the point should be not less than 0.6 of the standard point side member.

13

MS 544: PART 5 : 2001

10.1.5 Pre-drilling The values given in Table 8 apply when the correct size lead holes have been drilled. The diameter of the hole for the shank must be equal to the diameter of the shank, and the lead hole for the threaded portion of the screw must not be greater than 7/8 of the root diameter of the screw adjacent to the shank. Screws installed directly without pre-drilling have the same value given in Table 8, provided that the timber does not split. 10.2

Withdrawal loads

10.2.1 Basic working loads

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The basic working loads for plain wood screws as specified in AS 1476 driven by hand or by machine from the side grain of dry timber are given in Table 10. The maximum working load that may be applied to any one screw shall not exceed the value appropriate to the diameter and metal from which the screw is manufactured as given in Table 11. Loads for other diameters may be obtained by linear interpolation in all tables. The basic working loads for wood screws driven into end grain shall not exceed 70 % of the values given in Table 10. Table 10. Dry basic withdrawal loads for one wood screw inserted at right angles to side grain Diameter of screw

Basic withdrawal loads (N/mm of penetration for timber) in group

(mm)

Gauge

Ji

J2

J3

J4

J5

2.7

4

26.5

19.2

14.1

10.3

7.3

3.1

5

30.2

21.9

16.1

11.8

8.4

3.4 3.8 4.2

6 7 8

33.0 36.8 40.5

24.0 26.7 29.4

17.6 19.6 21.5

12.9 14.3 15.8

9.1 10.2 11.2

4.5

9

43.2

31.4

23.0

16.9

12.0

4.9 5.2 5.6 6.3 7.0 7.7

10 11 12 14 16 18

46.9 49.7 53.3 59.7 66.1 72.4

34.0 36.0 38.7 43.3 47.9 52.5

25.0 26.4 28.4 31.8 35.2 38.5

18.3 19.4 20.8 23.3 25.8 28.2

13.0 13.8 14.8 16.5 18.3 20.0

Table 11. Maximum permissible withdrawal load per screw Maximum permissible withdrawal load, N Metal Screw size number 4 Steel and 18/8 stainless steel Brass and silicon bronze Aluminium alloy

2.74 730 560 430

I

10 I 12 Shank diameter (mm) 4.17 4.88 5.59 1650 2270 2960 1270 1750 2280 970 1340 1740

6

8

3.45 1110 850 650

14

I

14 6.30 3780 2910 2230

I

18 7.72 5600 4310 3300

MS544: PART5:2001

10.2.2 Permissible loads The permissible load

Fadm

for a screw in withdrawal shall be taken to be given by the lesser of

the value given in Table 11 and the value: Fadm =

k1 k2k13F

where, k1 k2

=

= =

k13

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F

1.0 for all duration of loading; 1.Ofordrytimber 0.7 for wet timber;

=

1.0 for screws in side grain 0.7 for screws in end grain; and

=

basic working load given in Table 10.

=

NOTE. The penetration of the screw point should not be less than 15 mm.

11.

Bolted joints

11.1

General

The basic working loads given in 11.2.1 and 11.2.2 are applicable to steel bolts as specified in AS 1111, when fitted into pre-drilled holes of diameter approximately 10 % greater than the bolt diameter and when fitted with washers as given in 11.2.5. 11.2

Lateral Loads

11.2.1 Basic working load parallel and perpendicular to grain The dry basic working load F for a single bolt bearing parallel and perpendicular to the grain and acting in single shear is given for a selection of bolt diameter and effective timber thickness in Table 12.

15

MS 544: PART 5 : 2001

Table 12. Dry basic loads for one bolt in single shear Effective* •timber thickness b (mm) 12.7

19.0

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25.4

38.1

50.8

76.2

101.6

127.0

Bolt diameter

Basic load (kN) for timber in group J2 J3 J4

,~

J5

-_____

(mm) 6.3

Par 0.80

Perp 0.53

Par 0.63

Perp 0.37

Par 0.50

Perp 0.28

Par 0.41

Perp 0.20

Par 0.29

Perp 0.13

9.5

1.21

0.65

0.96

0.45

0.76

0.33

0.60

0.24

0.42

0.15

12.7

1.58

0.76

1.26

0.53

0.98

0.38

0.79

0.28

0.55

0.18

15.9 19.0 22.2

1.92 2.22 2.46

0.85 0.95 1.04

1.52 1.76 1.97

0.60 0.67 0.73

1.19 1.38 1.55

0.44 0.49 0.54

0.96 1.10 1.24

0.31 0.36 0.38

0.66 0.76 0.85

0.20 0.23 0.25

6.3

1.12

0.79

0.90

0.56

0.71

0.41

0.58

0.30

0.41

0.19

9.5 12.7 15.9 19.0 22.2 25.4

1.74 2.33 2.82 3.30 3.71 4.10

0.97 1.13 1.27 1.42 1.56 1.69

1.39 1.86 2.24 2.63 2.95 3.25

0.68 0.80 0.90 1.01 1.10 1.20

1.09 1.46 1.76 2.06 2.30 2.54

0.50 0.59 0.66 0.73 0.80 0.88

0.89 1.18 1.42 1.66 1.85 2.04

0.36 0.42 0.48 0.53 0.59 0.64

0.61 0.80 0.97 1.14 1.27 1.40

0.24 0.28 0.31 0.35 0.37 0.41

6.3

1.30

1.02

1.09

0.74

0.88

0.54

0.72

0.40

0.52

0.24

9.5 12.7

2.22 3.01

1.30 1.51

1.79 2.41

0.92 1.07

1.42 1.91

0.67 0.78

1.13 1.54

0.48 0.56

0.80 1.07

0.31 0.36

15.9

3.72

1.70

2.96

1.20

2.34

0.88

1.87

0.64

1.30

0.41

19.0 22.2

4.36 4.91

1.90 2.08

3.48 3.91

1.34 1.48

2.72 3.06

0.98 1.08

2.18 2.46

0.71 0.78

1.51 1.69

0.46 0.50

25.4 6.3

5.46 1.30

2.26 1.34

4.34 1.14

1.60 1.03

3.40 0.95

1.16 0.76

2.72 0.76

0.84 0.56

1.88 0.55

0.54 0.36

9.5 12.7 15.9 19.0 22.2 25.4

2.84 4.22 5.28 6.29 7.16 8.32

1.87 2.24 2.54 2.84 3.12 3.40

2.38 3.41 4.25 5.04 5.72 6.62

1.37 1.60 1.80 2.02 2.21 2.40

1.92 2.70 3.36 3.96 4.51 5.21

1.00 1.16 1.32 1.46 1.62 1.75

1.58 2.20 2.71 3.20 3.63 4.19

0.72 0.84 0.95 1.07 1.16 1.27

1.12 1.54 1.88 2.22 2.50 2.89

6.3

1.30

1.34

1.14

1.10

0.95

0.86

0.76

0.66

0.55

9.5 12.7 15.9

2.84 4.94 6.65

2.34 2.92 3.37

19.0

8.00

3.79

22.2 25.4 9.5 12.7 15.9 19.0 22.2

9.18 10.37 2.84 4.94 7.43 10.30 12.58

4.16 4.52 2.56 3.84 4.75 50 6.18

2.50 4.10 5.38 6.44 7.37 8.30 2.50 4.33 6.53 8.57 10.22

1.76 2.11 2.40 2.69 2.95 3.20 1.81 2.98 3.50 3.98 4.40

2.08 3.06 4.28 5.10 5.83 6.55 2.08 3.60 5.41 6.91 8.17

1.28 1.55 1.75 1.96 2.15 2.34 1.58 2.17 2.56 2.92 3.23

1.76 2.74 3.48 4.14 4.72 528 1.76 3.06 4.61 5.71 6.67

0.95 1.13 1.27 1.42 1.56 1.69 1.22 1.61 1.90 2.11 2.34

1.27 1.93 2.44 2.88 3.28 3.66 1.27 2.22 3.17 4.04 4.68

0.47 0.54 0.61 0.68 0.76 0.82 0.44 0.60 0.72 0.82 0.91 1.10 1.09 0.82 1.03 1.20 1.37 1.51

25.4

14.52

6.74

11.71

4.80

9.31

3.50

7.56

2.53

5.27

1.63

28.6 12.7 15.9 19.0 22.2 25.4 28.6 31.7

15.94 4.94 7.43 10.30 13.43 16.99 19.62 21.74

7.33 3.98 5.62 6.85 7.86 8.74 9.61 10.41

12.85 4.33 6.53 9.02 11.80 14.11 15.96 17.59

5.20 3.16 4.37 5.15 5.77 6.34 6.89 7.46

10.16 3.60 5.41 7.49 9.79 11.40 12.80 14.02

3.79 2.47 3.20 3.76 4.22 4.63 5.05 5.45

8.23 3.06 4.61 6.38 8.14 9.42 10.48 11.44

2.74 1.90 2.38 2.76 3.08 3.37 3.66 3.94

5.75 2.22 3.17 4.39 5.76 6.66 7.36 7.99

1.76 1.26 1.55 1.76 1.98 2.17 2.36 2.54

15.9

7.43

5.62

6.53

4.45

5.41

3.48

4.61

2.68

3.17

1.78

19.0 22.2 25.4 28.6

10.30 13.43 16.99 20.53

7.49 9.12 10.42 11.53

9.02 11.80 14.92 18.02

5.94 6.92 7.73 8.48

7.49 9.79 12.38 14.72

4.39 5.08 5.65 6.20

6.38 8.34 10.55 12.20

3.28 3.73 4.15 4.52

4.39 6.02 7.62 8.65

2.14 2.40 2.66 2.92

31.7

24.31

12.72

20.22

9.23

16.33

6.74

13.50

4.90

9.55

3.17

16

MS544: PART5:2001

Table 12. Dry basic loads for one bolt in single shear (continued) Effective timber thickness*

Bolt diameter

Basic load (kN) for timber in group

(mm) 152.4

(mm) 19.0

Par 10.30

Perp 7.49

Par 9.02

Perp 5.94

Par 7.49

Perp 4.64

Par 6.38

Perp 3.56

Par 4.39

Perp 2.36

22.2

13.43

9.61

11.80

7.63

9.79

5.72

8.34

4.27

6.02

2.78

25.4

16.99

11.94

14.92

8.93

12.38

6.52

10.55

4.82

7.62

3.11

28.6

20.53

13.26

18.02

9.91

14.98

7.26

12.74

5.34

9.20

3.42

31.7 22.2

24.31 13.43

14.74 9.61

21.34 11.80

10.85 7.63

17.72 9.79

7.94 5.95

15.08 8.34

5.83 4.57

10.75 6.02

3.73 3.05

25.4 28.6 31.7

16.99 20.53 24.31

11.94 14.52 17.36

14.92 18.02 21.34

9.48 11.53 13.56

12.38 14.98 17.72

7.40 8.82 9.92

10.55 12.74 15.08

5.69 6.62 7.36

7.62 9.20 10.90

3.78 7.32 4.79

Ji

203.2

J2

the loads for intermediate thickness may be obtained by linear interpolation. The units for timber thickness and bolt diameter are direct conversion from imperial units.

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*

11.2.2 Basic working load for a bolted joint system a)

Parallel and perpendicular to grain For a bolt in other than a two-member joint, the basic working load shall be multiples of F11 for parallel loading as shown in Table 13 and F1 for perpendicular loading as shown in Table 14 for the appropriate type of joint.

b)

Other angles to grain For systems loaded at an angle a to the grain, the basic working load is given by use of Hankinson’s formula as follows:FF II

Fsin2ci+F cos2a 1

1

Hankinson’s formula is conveniently evaluated by means of the nomogram given in Figure 3.

17

MS 544: PART 5 : 2001

Table 13. Basic working loads for a bolted joint system loaded parallel to grain Type of joint

Effective timber thickness b

Basic load F

Smaller of 2b and 2b 1 2

F

Smaller of 2b and b 1 2

2 F

1. Two member

I

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2. Three member

3.

11

I

Multiple member

A

I

11

1I~I~1

I

II

11

b

B C ID

j /

i)

Between A and B

ii)

Smaller of b and b 1 C —2 Between B and

iii)

Smaller of b and b 2 3 etc.

1 b 2 b 3 b4



i)

F

ii)

F

iii)

11

11 etc.

=

Total basic load sum of basic loads (i), (ii), etc.

18

MS 544: PART5 :2001

Table 14. Basic working loads for a bolted joint system loaded perpendicular to grain Type of joint 1. Two member

Effective timber thickness b

Basic load F ~

2b, but not exceeding twice thickness of side member.

F ~

b,

ft~

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2. Three member b 2

~

4.

i)

b but not exceeding twice 2 thickness of thinner side member.

i)

2F

ii)

2 b, but not exceeding thickness of inner member.

ii)

2 F

1)

1)

F

ii)

F

iii)

Between A and B — thinner of b, and b Between B and C —2 thinner of b and b Between C 2and D —3

iv)

thinner of b and b 3 4 etc.

b

1

Multiple member

ii)

ii)

1

1

1

1 F 1

Total basic load etc. = sum of basic iv) loads (i), (ii), (iii) etc.

~

~

19

MS 544: PART5 :2001

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F;

Fi Figure 3. Graph of Hankinson formula EXAMPLE Given F

11

=

9.0 kN, F

To find Fcc connect F

1

11

= =

6.0 kN, cx 9.0 to F

1

=

=

60

6.0.

At intersection with 60 line, construct line parallel to grid line to axis at Fcc

=

6.5.

11.2.3 Permissible loads The permissible load F

adm

of a laterally loaded bolt system shall be taken to be given by: 20

MS 544: PART 5 : 2001

11.2.3 Permissible loads The permissible load F F adm

=

adm

of a laterally loaded bolt system shall be taken to be given by:

k1 k2 k16 k17 F

where, k1

=

= =

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k16

=

the factor for duration of load given in Table 4; 1.Ofordrytimber 0.7 for wet timber; 1 .25 for bolts that transfer load through metal side plates of adequate strength and the bolts are a close fit to the holes in these plates provided that b/d > 5 for loads acting parallel to grain and b/d > 10 for loads acting perpendicular to the grain (where b denotes the effective timber thickness and d is the bolt diameter)

=

1.0 otherwise;

k17

=

factor for multiple bolted joint given in Table 15; and

F

=

basic working load as derived in 11.2.2.

Table 15. Values of factor k17 for use in the design of multiple connector joints of bolts, coach screws, split ring and shear plates joint

Value of k

~[

17

fla4

restraint*) restraint*)

fla

5

fib

=10

tjo

=15

17o

16

1.00 1.00

0.95 0.95

0.80 0.80

0.65 0.55

0.62 0.50

0.50

0.50

0.50

0.50

0.50

of fasteners in each row per interface. restraint’ refers to the possibility of restraint to timber shrinkage due to the joint detail.

21

MS 544: PART 5 : 2001

11.2.4 Spacings, edge and end distances Spacings, edge and end distances shall comply with the following requirements: a)

Loads parallel to grain The basic working loads given in Tables 12 and 13 apply to joints in which the edge, end and between- fastener spacings are not less than those shown in Figure 4a. The distance a indicated in the figure shall be at least (n 2)d with a minimum of 2.5d, where n is the total number of bolts in the joint and d is the diameter of the bolt. —

Similarly, the required end distance ‘par shall be at least 7d in tension joints in both wet and dry timber and 4d in compression joints and in joints subjected to bending moment for both moisture conditions. However, lesser end distances may be used in tension joint provided that the basic load is reduced in proportion to the reduction in end distance. Licensed to GAN CHIN PHANG / Downloaded on : 15-Sep-2016 06:24:03 PM / Single user license only, copying and networking prohibited

Nevertheless, in no case shall the end distance for tension joints be less than 6d for wet timber and 4dfor dry timber. b)

Loads perpendicular to grain The minimum edge, end and between-fastener spacing shall not be less than those shown in Figure 4b. The distance a shall be at least 2.5d for a bid ratio of 2, and it shall be increased proportionately so that it is at least 5d for a bid ratio of 6 or more, where b is the thickness of the member loaded perpendicular to the grain.

c)

Loads acting at an angle to the grain For loads acting at an angle 00 to 30° to the grain, the spacings, edge and end distances may be taken as for loads parallel to the grain. For loads acting at an angle of 30° to 90° to the grain, the spacings, edge and end distances may be taken as for loads acting perpendicular to the grain.

22

MS 544: PART 5 : 2001

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(a) Load applied parallel to grain

4

par

(b) Load applied perpendicular to grain Figure 4. Spacing, edge and end distances for bolted joints

23

MS 544 : PART 5 : 2001

11.2.5 Washers In all timber-to-timber bolted structural joints, every bolt shall be provided with a washer at each end, of a size not less than that stated in Table 16. If smaller washers are used, then the basic working load given in 11.2 shall be reduced in proportion to the dimension of the washer diameter or side length. Table 16. Minimum required size of washers for structural bolted joints Washer size (mm)

diameter

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.

11.3

.

.

Thickness

Mm. diameter for round washers

Mm. side length for square washers

1.6

30

25

2.0 2.5

36 45

32 40

3.0

55

50

4.0 5.0 6.0

65 75 85

57 65 75

Axial loads

Where bolts are loaded axially, the basic working load of the bolt shall be taken as the lesser of the axial strength of the bolt and the bearing strength of the timber under the washer when loaded perpendicular to the grain. The design axial strength of bolts and the effective diameter for use in computing the bearing pressure on the timber are given in Table 17. Table 17. Design parameters for bolts under axial load Bolt diameter (mm)

Axial strength of bolt (kN)

Effective diameter of a standard washer* in bearing (mm)

M6 M8

4.0 7.5

M10 M12 M16

11.5 17 32

16 21 27 31

M20 M24

50 72

50 60

M30

115

69

M36

165

78



31

* Standard washers are washers having the minimum dimensions shown in Table 16. The effective diameter is less than the actual diameter because it includes an allowance for bending ofthe washer.

24

MS544: PART5 :2001

12.

Coach screws

12.1

General

The basic working loads given in the following clauses are applicable to steel coach screws as specified in AS 1393 and as shown in Figure 5. 12.2

Lateral loads

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For coach screws bearing laterally in dry timber, the provision of Clause 11 for bolts shall apply, subject to the following conditions: a)

for the purpose of Clause 11, a coach screw shall be considered to be a bolt of diameter equal to the shank diameter of the screw;

b)

the screws shall be fitted with washers as specified in 11.2.5;

c)

in a two-member joint, the thinner member shall have a minimum thickness of three times the shank diameter of the coach screw;

d)

The diameter of the hole for the shank shall not be less than the shank diameter of the screw nor exceed it by more than 1 mm or 10 percent of the shank diameter, whichever is the lesser. The diameter of the hole for the threaded portion of the screw shall not exceed the root diameter of the screw. The depth of the hole shall not be less than the intended depth to which the screw is to be driven. The screw shall not be hammered into place but turned with a hand operated or machine operated wrench; and

e)

Timber thickness and screw lengths as shown in the Figure 6 shall be such that: i) ii)

thickness of first member, t1 > 3d depth of penetration into second member for species in joint groups: JlandJ2 t~ >7d J3 t~ >8d J4andJ5 t~>lOd ,

For the lesser values of t~the basic load shall be reduced in proportion to the decrease in t~ and the coach screw shall be considered as non-load bearing if t~ is less than 4d.

25

MS 544: PART5:2001

Head

~~:~—;i~ ID

.

D = Shank or nominal diameter S

=

Length of shank or unthreaded portion

T = Length of threaded portion

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Figure 5. Coach screw

Figure 6. Timber thicknesses and fastener lengths for coach screws

26

MS 544: PART 5 : 2001

12.3

Withdrawal loads

12.3.1 Basic working loads The basic working loads for coach screw in withdrawal from the side grain are given in Table 18. 12.3.2 Permissible loads The permissible withdrawal load given by: Fadm

=

Fadm

for a coach screw in withdrawal shall be taken to be

k1 k2k13F

but not greater than the value given in Table 19

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where; k1

=

k2

= =

k13

1.Ofordrytimber 0.7 for wet timber;

=

1.0 for coach screws in side grain 0.7 for coach screws in end grain; and

=

basic working load for coach screws in side grain, given in Table 18.

=

F

1.0 for coach screw for all duration of loading;

Table 18. Dry basic withdrawal loads for coach screws in side grain Shank diameter (mm)

J1

J2

J3

J4

J5

6

57

41

30

22

16

8

75

54

40

29

21

10

93

68

50

26

12 16

111 146

36

80 106

59 78

43 57

31 40

20

181

131

96

71

50

Basic withdrawal load, N per mm penetration of tread for timber in group

Table 19. Maximum permissible withdrawal loads per coach screws Nominal diameter of coach screw (mm)

Maximum permissible withdrawal load N

6 8 10

2000 4000 6000

12

9000

16

20000

20

31500

27

MS 544: PART 5 : 2001

13.

Split-ring connectors

13.1

General

13.1.1 Connector sizes The recommendations contained in this clause are applicable to the sizes of split-ring connectors given in Table 20 and conforming to BS 1579. Table 20. Sizes of split-ring connectors and minimum sizes of washers Nominal size of connectors

Minimum size of round or square washers

Nominal size and thread diameter of bolt

64

M12

Diameter or length of side (mm) 50

102

M20

75

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(mm)

I

Thickness

J

(mm) 3

I

NOTE. The sizes given in this table are metric conversions of the imperial sizes given in BS 1579.

13.1.2 Bolts and washers The diameter of the bolts to be used with the connectors are given in Table 20. Round or square washers should be fitted between the timber and the head and nut of the bolt. The minimum size of washer to be used with each connector is given in Table 20. 13.1.3 Joint preparation To prepare a connectored joint, the positions of the bolt holes should be set out accurately with reference to the point of intersection of the centre-lines of the members. One of the following two procedures should be used when drilling the bolt holes: a)

fit the members together in their correct positions and clamp while drilling the bolt holes through all the members; and

b)

drill the bolt holes in the individual members using jigs or templates to locate the bolt holes accurately.

Bolt holes should be within 2 mm ol their specified position. The contact surfaces of the timber members should be grooved to the dimensions given in Table 21. The grooves for split-rings may be cut simultaneously with the drilling of the bolt holes if procedure b) is used.

28

MS 544: PART 5 : 2001

Table 21. Dimensions of circular grooves for split-ring connectors Split-ring size (mm) 64

Dimensions of groove (mm) 65.0

4.6

9.5

102

13.2

Effective cross section

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The effective cross-section of each member at a joint should be determined by deducting the projected area from the gross area of the cross-section of the connector recess (i.e. 705 mm2 for each 64 mm split-ring, or 1455 mm2 for each 102 mm split-ring) and the projected area of the groove. The depths of the connector grooves are given in Table 21. When assessing the effective cross-section of multiple connector joints, all connectors and their bolts that lie within a distance of 0.75 connector diameters, measured parallel to the grain from a given cross-section should be considered as occurring at that cross-section. Then the effective cross section should be determined by deducting the given net projected areas of the connector grooves and bolt holes from the gross area of the cross-section being considered. 13.3

Basic loads

The basic working loads for parallel and perpendicular to the joint in dry timber are given in Table 22. These loads apply to a connector unit comprising one split-ring in the contact faces of a timber-to-timber joint with its bolt in single shear. When loaded at an angle a to the grain, the basic load is given by use of Hankinson’s formula or evaluated by means of the graph as given in Figure 3.

29

0

M12

M20

64

102

41 50

63 75

32

36

41

19.03 20.25

33.34 26.20

24.63

20.96

17.55

13.57 16.20

11.67

9.57

7.82

Par

10.08

31.34

26.67

22.34

15.48

29

12.69

40

50

8.27

Perp

6.77

Ji

10.37

25

32

22

Par

29

(mm)

Connectors on both sides and on same bolt

~mm)

Connectors on one side only

intermediate thickness may be obtained by linear interpolation.

(mm)

(mm)

1) Loads for

Bolt diameter

Split-ring diameter

Actual thickness of members~ J2

15.85

14.90

12.68

10.62

7.70

6.31

5.16

Perp

20.18

18.97

16.14

13.52

8.89

7.29

5.96

Par

J3

12.51

11.76

10.01

8.38

5.93

4.86

3.97

Perp

15.54

14.61

12.43

10.41

6.77

5.55

4.54

Par

Basic load~(kN) for timber in group

Table 22. Dry basic loads for one split-ring connector unit

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J4

9.88

9.29

7.90

6.62

4.57

3.75

3.06

Perp

11.64

10.94

9.31

7.8

5.01

4.11

3.36

Par

J5

7.60

7.14

6.08

5.09

3.42

2.80

2.29

Perp

0 0

01

Ui

Cl)

MS544: PART5:2001

13.4

Permissible loads

The permissible load Fadm for split-ring connector shall be taken to be given by: k1

Fadm

1(2

k17 k18 F

where; k1

=

factor for duration of load given in Table 4;

k2

=

1.Ofordrytimber

=

0.7 for wet timber;

k17

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k18

factor for multiple connector joints given in Table 15; 1.0 for standard and end distance, edge distance and connector spacing as given in Tables 23, 24 and 25 respectively modification factor for the relevant connector spacing (ks), end distance (kc) and edge distance (k0) which are less than the corresponding standard values as given in Tables 25, 26 and 27 respectively. (The lowest factor of the values of k5 kc and kD is to be used (see 13.5); and

=

=

F 13.5

=

basic load given in Table 22.

Spacing, edge and end distances

Associated with each size of split-ring connector is standard end distance, edge distance and spacing between connectors which permit the basic load to apply. These standard distance s are given in Table 23 to Table 25. If the end distance, edge distance or spacing is less than the standard, but more than the minimum, the basic load should be modified as given in 13.4. No increase in load is permitted if end distance, edge distance or centre spacing exceed the standard values. The definition of end distance, edge distance and spacing is illustrated in Figure 7. If split-ring connectors are used in wet timber, the standard end distance should be multiplied by 1 .5. One-half of this increased end distance should be taken as the minimum end distance, with a permissible load of one-half of that permitted for the standard end distance.

31

MS 544: PART 5 : 2001

Table 23. End distances for split-ring and shear-plate connectors Type of end distance

1~ distance (mm)

Angle 1) of load to grain cc

End

Connector size 102mm split-ring or 102mm 64 mm split-ring or 67mm shear-plate shear-plate

Unloaded

Loaded

(degrees)

Minimum

Standard

Minimum

Standard

0 45 90 Oto9O

64 67 70 70

102 121 140 140

83 86 89 89

140 159 178 178

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For intermediate angles and end distances, values should be obtained by linear interpolation.

Table 24. Edge distances for split-ring and shear-plate connectors Type of edge distance

Unloaded Loaded



Angle 1) of load to grain cx

Edge” distance (mm) Connector size 64mm split-ring or67 mm 102mm split-ring or 102mm shear-plate shear-plate

(Degrees)

Minimum

Standard

Minimum

Standard

Oto9O 0 45 90 45to90

44 44 44 44 44

44 44 54 64 70

70 70 70 70 70

70 70 79 87 95

For intermediate angles and end distances, values should be obtained by linear interpolation.

32

MS 544: PART5 :2001

Table 25. Spacing modification factor, k9, for split-ring and shear-plate connectors Angle of load to grain a (degrees) 0

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15

30

45

60 to 90

Angle ~ of connector axisto grain B (degrees)

Spacing (mm) k~=0.75 Minimum

ks =0.80

k~=0.95

k =1.00 5 Standard

0

64 mm split-ring or 6 7 mm shear-plate 89 105 121 140

156

171

15

89

102

117

130

146

157

30 45 60

89 89 89

98 92

108 95

114 105

124 108

132 112

75 90

89 89

92 89 89

92 89 89

95 92 89

95 92 89

98 91 89

0

89

102

114

127

140

152

15 30

89 89

102 98

111

124

133

145

45 60

89 89

95 92

105 98 95

114 105 98

124 108 102

129 114 103

75 90

89 89

92 89

92 92

95 92

95 95

97 95

0 15

89 89

105 105

114 111

124 121

130 127

30

89

98 95 95

45 60

89 89

92 92

102 95 95

108 105 98

114 108 102

119 111

75

89

92

92

95

95

99

90

89

92

92

95

95

98

0

89

~2

95

102

105

108

15

89

92

95

30 45 60

89 89 89

92 92 92

95 95 95

102 102 102

105 105 105

108 107 106

75 90

89 89

92 92

95 95

98 98 98

102 102 102

106 105 105

0

89

89

89

89

89

89

15 30 45

89 89

89

89

89

89

90

60 75

80 92 92 95

92 95 95 98

92 95 98 102

93

89 89 89

89 92 92 92

97 102 106

90

89

92

95

102

105

108

k~=0.85

33

ks =0.90

104

MS 544: PART 5 : 2001

Table 25. Spacing modification factor, k5, for split-ring and shear-plate connectors (continued)

Angle of load to grain cc (degrees)

Angle” of connector axisto grain 0 (degrees)

k~=0.75 Minimum

Spacing (mm) i(~=0.85 k~=0.90

k~=0.80

k~=0.95

k =1.00 5 Standard

102 mm split-ring or 102mm shear-plate

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0

15

30

45

60 to 90

0 15 30

127 127 127

146 143 140

168 162 149

187 178 162

210 197 171

229 213 183

45 60 75

127 127 127

133 130 127

140 133 127

146 133 130

149 142 130

157 140 130

90

127

127

127

127

127

127

0 15

127 127

143 140

159

171

187

203

30 45

127 127

137 1~3

152 146 140

168 159 149

181 168 156

195 178 161

60 75 90

127 127 127 127

130 130 130 137

133 133 130

140 133 133

142 137 137

147 140 137

127 127

137 133

146 146 143

159 156 149

168 165 159

178 175 168

45 60 75

127 127 127

133 133 130

140 137 137

90

127 127

130 133

137 137

146 143 140 140

152 146 145 143

160 152 148 146

143

146

152

133 133

137 137

45 60

127 127 127 127

133 133

137 140

143 143 143 146

146 146 146 149

152 153 154 155

75 90

127 127

133 133

140 140

146 146

149 149

156 156

0

127

127

127

427

127

127

127

129

0 15 30

0 15 30

15

~

127

127

127

127

30 45 60

127 127 127

127

130

130

133

134

130 133

133 137

133 143

137

142

75

127

133

140

90

127

133

143

146 149

146 152 159

152 161 165

34

MS 544: PART5:2001

Table 26. End distances modification factor, kc, for split-ring and shear-plate connectors Value of_k

0

Unloaded Connector size 64 mm split-ring or 67 mm shear-plate

102 mm split-ring or 102 mm shear-plate Angle

0

45

90

1>

0

of load to grain a 45

90

-

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Loaded . Connector size 102 mm 64 mm splitring or 67 split-ring or mm shear102 mm plate shear-plate 0 to 90

0 to 90

.

0.63

-

-

-

-

-

-

-

0.68

0.64

0.62

-

-

-

0.62

-

0.73

0.68

0.65

-

-

-

0.65

-

0.78

0.71

0.67

-

-

-

0.67

-

0.83

0.75 0.78

0.70 0.73

0.63 0.67

-

-

0.70

-

0.88

0.64

0.62

0.73

0.62

0.93

0.82

0.76

0.70

0.67

0.65

0.76

0.65

0.98

0.85

0.78

0.73

0.69

0.67

0.78

0.67

1.00

0.89

0.81

0.77

0.72

0.69

0.81

0.69

1.00

0.92

0.84

0.80

0.74

0.71

0.84

0.71

1.00

0.96

0.86

0.83

0.77

0.73

0.86

0.73

1.00

0.99

0.89

0.87

0.80

0.75

1.00

0.92

0.90

0.82

0.75 0.77

0.89

1.00

0.92

0.77

1.00

1.00

0.95

0.93

0.80

0.95

0.80

1.00

1.00

0.97

0.97

0.85 0.88

0.82

0.82

1.00

1.00

1.00

1.00

1.00

1.00

1.00 1.00

0.90 0.93

0.84 0.86

0.97 1.00 1.00

0.86

1.00

1.00

1.00

1.00

0.95

0.88

1.00

0.88

1.00

1.00

1.00

1.00

0.98

0.90

1.00

0.90

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00

0.92 0.94 0.97

1.00 1.00 1.00

0.92

1.00

1.00 1.00 1.00

1.00

1.00

1.00

1.00

1.00

0.99

1.00

0.99

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

intermediate angles and end distances, values should be obtained by linear interpolation.

35

0.84

0.94 0.97

MS 544: PART 5 : 2001

Table 27. Loaded, edge distances modification factor, k~,for split-ring and shear-plate connectors Edge Distance (mm)

Value of ,~D Connector size 64 mm split-ring or 67 mm shear-plate

102 mm split-ring or 102mm shear-plate

Angle ~ of load to grain a 0

15

30

45

0

15

30

45 to 90

50

1.00 1.00

0.94

0.89

0.98

0.93

0.83

-

-

-

-

0.87

-

-

-

55

1.00

1.00

-

0.96

0.90

60

1.00

-

-

1.00

0.99

0.93

.

65

1.00

1.00

1.00

0.97

-

-

-

-

70

1.00

1.00

1.00

1.00

1.00

0.94

0.89

0.83

75 80

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00

0.98

0.92

0.86

1.00

1.00

0.95

0.90

85

1.00

1.00

1.00

1.00

1.00

1.00

0.99

0.93

90

1.00

1.00

1.00

1.00

1.00

1.00

1.00

0.97

95

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

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45



-

-

-

For intermediate angles and end distances, values should be obtained by linear interpolation.

a4

a1

a3 F-

Legend: a, a 2 a a3

4

= = = =

Spacing parallel to grain; Spacing perpendicular to grain; end distance; and

edge distance.

Figure 7. Spacing, Edge and End distances for split-ring and shear-plate connectors

36

MS544: PART5 :2001

14.

Shear plate connectors

14.1

General

14.li Connector sizes The recommendations contained in this clause are applicable to the sizes of shear-plate connectors given in Table 28 and conforming to BS 1579. The following requirements relate to shear plate connectors of nominal 67 mm and 102 mm sizes. Table 28. Sizes of shear-plate connectors and minimum sizes of washers Nominal size of connector

Nominal size and thread diameter of bolt

Minimum size of round or square washers

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(mm)

Diameter or length of side (mm)

Thickness (mm)

67

M20

75

5

102

M20

75

5

NOTE. The sizes given in this table are metric conversions of the imperial sizes given in BS 1579.

14.1.2 Bolts and washers The diameter of the bolts to be used with the connectors are given in Table 20. Round or square washers should be fitted between the timber and the head and nut of the bolt. The minimum size of washer to be used with each connector is given in Table 20.

14.1.3 Joint preparation To prepare a connectored joint, the positions of the bolt holes should be set out accurately with reference to the point of intersection of the centre-lines of the members. One of the following two procedures should be used when drilling the bolt holes: a)

fit the members together in their correct positions and clamp while drilling the bolt holes through all the members; and

b)

drill the bolt holes in the individual members using jigs or templates to locate the bolt holes accurately.

Bolt holes should be within 2 mm of their specified position. The contact surfaces be within 2 mm of the timber members should be recessed to the dimensions shown in Figure 8. The recesses for shear-plates may be cut simultaneously with the drilling of the bolt holes if procedure b) is used. 37

MS 544: PART 5 : 2001

067 L

057

J

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11.5

Figure 8. a) Recess for 67 mm connector unit 0102.5 089 039.5

16.5

13

6.0

022~ ~

.4

Figure 8. b) Recess for 102 mm connector unit All dimensions are in millimetres.

Figure 8. Dimension of circular recesses for shear-plate connector units conforming to

BS 1579

38

MS 544: PART 5 : 2001

14.2

Effective cross section

The effective cross-section of each member at a joint should be determined by deducting the projected area from the gross area of the cross-section of the connector recess (i.e. 770 mm2 for each 67 mm shear-plate, or 1690 mm2 for each 102 mm shear-plate) and the projected area of the bolt hole not within the projected area of the recess. The depths of the connector recess are 11.5 mm and 16.5 mm for the 67 mm and 102 mm shear-plates, respectively. When assessing the effective cross-section of multiple connector joints, all connectors and their bolts that lie within a distance of 0.75 connector diameters, measured parallel to the grain from a given cross-section should be considered as occurring at that cross-section. Then the effective cross section should be determined by deducting the given net projected areas of the connector recesses and bolt holes from the gross area of the cross-section being considered. 14.3

Basic loads

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The basic working loads for parallel and perpendicular to the grain in dry timber are given in Table 29. These basic loads apply to a connector unit either: a)

one shear plate with its bolt in single shear in a steel plate-to timber joint; or

b)

two shear plate back to back with the bolt in single shear, in a timber-to timber joint.

When loaded at an angle a to the grain, the basic load is given by use of Hankinson’s formula or evaluated by means of the graph as given in Figure 3.

39

0

M20

67

10.08

15.48*~

15.63 16.81

25.73”~ 27.67~

75 92

41

44

14.62

24.07~

67

-

12.48

20.48

50

-

41

67

9.48

14.55~

50

-

7.76

11.92

41

Perp

-

(mm) Par

JI

Connectors on both sides and on same bolt (mm)

Connectors on one side only

‘~

“Loads for intermediate thickness may be obtained by linear interpolation. a) see clause 14.4

M20

(mm)

(mm)

102

Bolt diameter

Shearplate diameter

Actual thickness of members

22.05

20.51

19.18

16.32

11.67

10.97

8.99

~ar

J2

13.16

12.24

11.45

9.74

7.70

7.24

5.93

Perp

17.57

16.34

15.29

13.00

8.89

8.36

6.83

Par

J3

10.38

9.65

9.03

7.68

5.93

5.57

4.57

Perp

14.00

13.02

12.18

10.36

6.77

6.36

5.21

Par

Basic load~(kN) for timber in group

Table 29. Dry basic loads for one shear plate connector unit

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~J4

8.20

7.63

7.13

6.07

4.57

4.30

3.52

Perp

10.88

10.12

9.47

8.05

5.01

4.71

3.86

Par

J5

6.31

5.87

5.49

4.67

3.42

3.21

2.63

Perp

0 0

—I 01

-o

(‘1

CI)

MS 544: PART5:2001

14.4

Permissible loads

The permissible loadFadm for a shear plate connector shall be the lesser of by: a)

Fadm

=

The limiting values given in Table 30

or b)

Fadm =

k1 k2k17k18F

where k1 k2 k17 and k18 are as defined in 13.4 and F is the basic load given in Table 29. NOTE. Loads mark with a cross (x) in Table 29 exceed the limiting values given in Table 30 but are included for interpolation purposes.

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Table 30. Limiting values for permissible loads on one shear-plate connector unit Shear-plate diameter

Nominal bolt size

All loading except shortand very short-term loading

All loading including short- and very shortterm loading

(mm)

(mm)

(kN)

(kN)

67

M20

12.9

17.2

102

M20

22.1

29.5

14.5

Spacing, edge and end distances

As defined in 13.5 where the given data for split-ring connectors are applicable to shear plate connectors.

41

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