= facfactor for tor for tentensiosion loads applin loads applied aloned along g thethe grain, given in Table 4.17
grain, given in Table 4.17 (Valu
(Values es of of k k 1818 for for intermintermediatediate e direcdirectionstions may be obtained by the use of Hankinson’s may be obtained by the use of Hankinson’s formula, see Clause 4.4.2.3.)
formula, see Clause 4.4.2.3.)
=
= basbasic loaic load given in Tabd given in Table 4.1le 4.15.5.
4.6.4 Spacing
4.6.4 Spacings, s, edge and edge and end distanceend distances.s. TabTable le 4.14.188 provid
provides es recomrecommendemended d minimuminimum m valuevalues s of of spacispacings,ngs, edge and
edge and end distancend distances which are es which are defindefined and ed and illustillustratedrated in Figure 4.8.
in Figure 4.8.
4.7 SHEAR PLATE CONNECTORS.
4.7 SHEAR PLATE CONNECTORS.
4.7.1
4.7.1 GeneGeneral.ral. The The folfollowlowing ing reqrequireuiremenments ts relrelate ate toto shear plate connectors of nominal 67 mm and 102 mm shear plate connectors of nominal 67 mm and 102 mm size.
size.
An
An M2M20 0 bobolt lt is is usused ed in in coconjnjununctctioion n wiwith th a a 67 67 mmmm connector and an M24 bolt with a 102 mm connector.
connector and an M24 bolt with a 102 mm connector.
Where required, bolts are fitted with washers as specified Where required, bolts are fitted with washers as specified in Clause 4.4.2.6.
in Clause 4.4.2.6.
NOTE: In computations for the design of the timber members, the NOTE: In computations for the design of the timber members, the projected area of the groove in the timber to receive the connector projected area of the groove in the timber to receive the connector may be taken as 632 mm
may be taken as 632 mm22for the 67 mm connector and 1600 mmfor the 67 mm connector and 1600 mm22 for the 102 mm connector.
for the 102 mm connector.
4.
4.7.7.2 2 BaBasisic c loloadads.s. ThThe e babasisic c woworkrkining g loloadads s foforr shear-plate connectors in unseasoned timber are given in shear-plate connectors in unseasoned timber are given in Table 4.19. These basic loads apply to a connector unit Table 4.19. These basic loads apply to a connector unit co
compmpririsising ng onone e shsheaear-pr-plalate te in in ththe e cocontntacact t faface ce of of aa timber-to-steel joint with its bolt in single shear.
timber-to-steel joint with its bolt in single shear.
4.7.3 Permissible loads.
4.7.3 Permissible loads. The permissible loadThe permissible load QQ for afor a shea
shear-plate connr-plate connector shall be the ector shall be the lesselesser r ofof —— Q
Q = = 224 4 00000 0 NN or
or Q
Q == kk11 k k1515 k k1717 k k1818 . . . (4(4.1.11)1) where
where k k 11,, k k 1515,, k k 1717, and, and k k 1818are as defined in Clause 4.6.3are as defined in Clause 4.6.3 an
and d is is ththe e babasisic lc loaoad gd giviven en in in TaTablble 4e 4.1.19.9.
NO
NOTETE: : LoLoadads s mamarkerked d wiwith th an an asasteteririsk sk in in TaTablble e 4.4.19 19 excexceeeedd 24 000 N but are included for interpolation purposes.
24 000 N but are included for interpolation purposes.
4.7.4 Spacing
4.7.4 Spacings, s, edge and edge and end distanceend distances.s. TabTable le 4.14.188 provid
provides es recomrecommendemended d minimuminimum m valuevalues s of of spacispacings,ngs, edge and
edge and end distancend distances which are es which are defindefined and ed and illustillustratedrated in Figure 4.8.
in Figure 4.8.
LEGEND:
LEGEND:
a
a11 = s= sppaacciinng g ppaarraalllleel l tto o ggrraaiin n aa33 = end = end distdistanceance a
a22 = = spspacacining g peperprpenendidicuculalar r to to grgraiain n aa44 = edge = edge distadistancence FIGUR
FIGURE E 4.8. 4.8. SPACSPACING, EDGE ING, EDGE AND END AND END DISTADISTANCES FOR NCES FOR SPLITSPLIT-RING AND SHEAR-P-RING AND SHEAR-PLATE CONNECTLATE CONNECTORSORS
TABL TABLE E 4.154.15
BASIC WORKING LOADS FOR A SINGLE SPLIT-RING CONNECTOR IN UNSEASONED TIMBER BASIC WORKING LOADS FOR A SINGLE SPLIT-RING CONNECTOR IN UNSEASONED TIMBER
Joint group
of timber, mm Basic working load per connector in single shear, NBasic working load per connector in single shear, N Connectors in
Angle of load to grain Angle of load to grain 0
FACTORkk1515 FOR SPLIT-RING CONNECTORS IN SEASONED TIMBERFOR SPLIT-RING CONNECTORS IN SEASONED TIMBER
S
FACTORkk1818 FOR TENSION LOADS ON SPLIT RINGS AND SHEAR PLATESFOR TENSION LOADS ON SPLIT RINGS AND SHEAR PLATES
Size of split ring or shear Size of split ring or shear
plate mm plate mm
Factor Factorkk1818 Connector remote from
Connector remote from ends of members*
ends of members*
Connector at ends of members Connector at ends of members Se end of the timber is greater than 10
end of the timber is greater than 10 D D, where, where DD is the connector diameter.is the connector diameter.
†
† FactoFactors for seasoned timbrs for seasoned timber may be used if er may be used if the timbethe timber has negligible tendr has negligible tendency to split (see Clausency to split (see Clause 4.1.4).e 4.1.4).
COPYRIGHT COPYRIGHT
TABL
TABLE E 4.184.18
MINIMUM SPACINGS, EDGE AND END DISTANCES FOR SPLIT RINGS MINIMUM SPACINGS, EDGE AND END DISTANCES FOR SPLIT RINGS
AND SHEAR PLATE CONNECTORS
opposite e comprescompression sion sideside
45
spacing ng perpendiperpendicular cular to grainto grain 30
30°°to 90to 90°°angle of load to grain:angle of load to grain:
spacing parallel to grain spacing parallel to grain spaci
spacing ng perpendiperpendicular cular to grainto grain
180
BASIC WORKING LOADS FOR A SINGLE SHEAR PLATE CONNECTOR IN BASIC WORKING LOADS FOR A SINGLE SHEAR PLATE CONNECTOR IN
UNSEASONED TIMBER
thickness of ess of timbetimber, mmr, mm Basic working load per connector unit and bolt in single shear, NBasic working load per connector unit and bolt in single shear, N Connectors
Angle of load to grain Angle of load to grain 0
SECTI conditions. Provision is made in this Standard only for conditions. Provision is made in this Standard only for pl moisture content may exceed 20 percent for prolonged moisture content may exceed 20 percent for prolonged periods, only plywood with a Type A bond as defined in periods, only plywood with a Type A bond as defined in AS 2754.1 shall be used.
AS 2754.1 shall be used.
5 .
5 .2 2 BBAASSIIC C WWOORRKKIINNG G SST RT RE SE SSSEES S AAN DN D STIFFNESS.
STIFFNESS. The basic working stresses and moduli of The basic working stresses and moduli of elasticity and rigidity for structural plywood are given in elasticity and rigidity for structural plywood are given in Table 5.1 for the various stress grades.
Table 5.1 for the various stress grades.
5.3 DESIGN.
5.3 DESIGN.
5.3.1
5.3.1 PermPermissibissible le stresstresses.ses. PerPermismissibsible le strstressesses es forfor structural plywood shall be obtained by multiplying the structural plywood shall be obtained by multiplying the ba
basisic c woworkrkining g ststreresssses es gigiveven n in in ClClauause se 5.5.2 2 by by ththee modification factors given in Clause 5.4, as appropriate modification factors given in Clause 5.4, as appropriate to
to ththe e seservrvicice e cocondndititioions ns anand d ththe e asassesembmbly ly of of ththee plywood.
plywood.
5.3.2 Deflections.
5.3.2 Deflections. Deflection calculations shall take intoDeflection calculations shall take into account the modification factors in Clause 2.5.1.2.
account the modification factors in Clause 2.5.1.2.
5.4 MODIFICATION FACTORS. content of 15 percent or less, the basic working stresses content of 15 percent or less, the basic working stresses sha
shall ll be be taktaken en in in accaccordordancance e witwith h TabTable le 5.15.1. . WheWherere plywood is liable to be subjected to conditions such that plywood is liable to be subjected to conditions such that the average moisture content for a 12 month period will the average moisture content for a 12 month period will
exceed 15 percent, then the basic working stresses shall exceed 15 percent, then the basic working stresses shall be modified by
be modified by linear interplinear interpolatioolation n betwebetween those for en those for 1515 pe
percrcenent t momoisistuture re cocontntenent t anand d ththosose e fofor r 25 25 pepercrcenentt moi
moistusture re concontentent, t, obtobtainained ed by by mulmultiptiplyilying ng the the basbasicic working stresses in Table 5.1 by the moisture content working stresses in Table 5.1 by the moisture content factor
factor k k 1919 given in Table 5.2(A). Similarly the stiffnessgiven in Table 5.2(A). Similarly the stiffness shoul
should be d be modifiemodified by d by use of use of the moisture contthe moisture content factorent factor j
j66 given in Table 5.2(B).given in Table 5.2(B).
5.4.3 Temperature.
5.4.3 Temperature. The provisions of Clause 2.5.3 forThe provisions of Clause 2.5.3 for se Table 5.1 refer to basic properties of plywood veneer in Table 5.1 refer to basic properties of plywood veneer in the direction of the grain. In order to use these values to the direction of the grain. In order to use these values to deriv
derive e the properties of the properties of plywoplywood formed od formed from severalfrom several layers of veneer, the basic working stress and stiffness layers of veneer, the basic working stress and stiffness appropriate to a particular property shall be modified in appropriate to a particular property shall be modified in acc
accordordancance e witwith h the the assassembembly ly facfactor tor givgiven en in in TabTablesles 5.3(A) and 5.3(B) applicable to the relative direction of 5.3(A) and 5.3(B) applicable to the relative direction of stress in the plywood and the direction of grain in its stress in the plywood and the direction of grain in its face plies.
face plies.
NOTE: The simplified methods of
NOTE: The simplified methods of calculcalculations shown in ations shown in TablesTables 5.3(
5.3(A) and A) and 5.35.3(B) must be (B) must be modimodifiefied d as shown in as shown in AppAppendiendix x E forE for structures so proportioned that the strength of plywood is reduced structures so proportioned that the strength of plywood is reduced due to buckling distortions.
due to buckling distortions.
5.4.5
5.4.5 StabStability ility factorfactors.s. StaStabilbility ity facfactortors s for for plyplywoowoodd diaphragms are given in Appendix E.
diaphragms are given in Appendix E.
5.
5.5 5 JOJOININTSTS.5.5.5.5.1 .1 NaNaililed ed anand d scscrerewewed d jojoinintsts..
Reco
Recommendammendationstions for the desigfor the designn strengstrength andth and stiffnstiffness of ess of nai
nailed led and and scrscreweewed d joinjoints ts betbetweeween n plyplywoowood d and and solsolidid timber are given in Appendix D.
timber are given in Appendix D.
5.5.2 Glued joints.
5.5.2 Glued joints. For information on glued joints seeFor information on glued joints see Table 5.3(B) and Clause 4.1.1.
Table 5.3(B) and Clause 4.1.1.
TABLE 5.1 TABLE 5.1
BASIC WORKING STRESSES AND STIFFNESS FOR STRUCTURAL PLYWOOD BASIC WORKING STRESSES AND STIFFNESS FOR STRUCTURAL PLYWOOD
(Moisture content 15% or less) (Moisture content 15% or less)
Stress grade Stress grade
Basic working stress, MPa Basic working stress, MPa
B
FACTORS FOR SOAKED PLYWOOD WITH MOISTURE CONTENT 25% OR GREATER FACTORS FOR SOAKED PLYWOOD WITH MOISTURE CONTENT 25% OR GREATER
(comp
(comprisinrising g TableTables s 5.2(A5.2(A) ) and and 5.2(B)5.2(B))) 5.2(A) STRENGTH FACTOR
5.2(A) STRENGTH FACTORkk1919
Type of stress
Type of stress FactorFactor k k1919 Bending
Bending
Tension in plane of sheet Tension in plane of sheet Shear
Shear Compres
Compression in sion in plane of sheetplane of sheet Compres
Compression normal to plane sion normal to plane of sheetof sheet
0.6
5.2(B) STIFFNESS FACTOR 5.2(B) STIFFNESS FACTORjj66
T
Tyyppe e oof f ssttiiffffnneesss s FFaaccttoorrjj66 Modulus of elasticity
Modulus of elasticity Modulus of
Modulus of rigidirigidityty
0.8
TABLE 5.3 TABLE 5.3
ASSEMBLY FACTORS FOR PLYWOOD ASSEMBLY FACTORS FOR PLYWOOD
(Comp
(Comprisinrising g TableTables s 5.3(A) and 5.3(A) and 5.3(B)5.3(B))) 5.3(A) GENERAL
5.3(A) GENERAL
Property Property
Stress direction with Stress direction with
respect to grain respect to grain direction in face plies direction in face plies
Assembly factor Assembly factor Porti
Portion of on of crosscross-secti-section on to be to be consiconsidered indered in computing area or second moment of area computing area or second moment of area
(moment of inertia) (moment of inertia)
Modif
Modificatiication of on of basic valubasic values es in in TablTable e 5.15.1
T
Teennssiioon n PPaarraalllleel l oorr perpendicular perpendicular
Parallel plies
Parallel plies**oonnlly y BBaassiic c ssttrreesss s ffoor r tteennssiioon n ppaarraalllleel l tto o ggrraaiinn
±
±4545°° FFuulll l ccrroossss--sseeccttiioonnaal l aarreea a 00..1177××basic working stress for tension parallelbasic working stress for tension parallel to grain
to grain C
Coom pm prreessssiioon † n † PPaarraalllleel l oorr perpendicular perpendicular
Parallel plies
Parallel plies**oonnlly y BBaassiic c ssttrreesss s iin n ccoommpprreessssiioon n ppaarraalllleel l tto o ggrraaiinn
±
±4545°° FFuulll l ccrroossss--sseeccttiioonnaal l aarreea a 00..3344××basic working basic working stresstress in s in comprescompressionsion parallel to grain
parallel to grain Deform
Deformation ation inin compres
compression sion or or tensiotensionn
Parallel or Parallel or perpendicular perpendicular
Parallel plies
Parallel plies**oonnlly y BBaassiic c vvaalluue e ffoor r mmoodduulluus s oof f eellaassttiicciittyy
±
± 4545°° FFuulll l ccrroossss--sseeccttiioonnaal l aarreea a 00..1177××basic value for modulus of elasticitybasic value for modulus of elasticity Shear through
Shear through thickness thickness
Parallel or Parallel or perpendicular perpendicular
F
Fuulll l ccrroossss--sseeccttiioonnaal l aarreea a BBaassiic c wwoorrkkiinng g sshheeaar r ssttrreessss
±
±4545°° FFuulll l ccrroossss--sseeccttiioonnaal l aarreea a 11..55××basic working shear stressbasic working shear stress Compression
Compression perpend
perpendicular to icular to faceface of plywood
of plywood
—
— FFuulll l llooaaddeed d aarreea a BBaassiic c wwoorrkkiinng g ssttrreesss s iin n ccoommpprreessssiioonn perpend
perpendicular to icular to graingrain Strength in bending‡
Strength in bending‡
(perpen
(perpendiculadicular r to to planeplane of plies)
of plies)
Parallel or Parallel or perpendicular perpendicular
The basic working bending moment capacity The basic working bending moment capacity
shall be computed from:
shall be computed from:
where where g
g1919= 1.20 for three-ply plywood having the= 1.20 for three-ply plywood having the grain of the outer plies perpendicular to the span grain of the outer plies perpendicular to the span and
and g
g1919= 1.00 for all other plywood= 1.00 for all other plywood
= basic working stress for extreme fibre in
= basic working stress for extreme fibre in bending
bending I
I = second moment of area (moment of inertia)= second moment of area (moment of inertia) computed on basis of parallel plies only computed on basis of parallel plies only Y
Y maxmax= distance from neutral axis to outer fibre= distance from neutral axis to outer fibre of outermost ply having its grain in the direction of outermost ply having its grain in the direction of the span
of the span
Basic working stress for extreme fibre in Basic working stress for extreme fibre in bending
bending
Def
Defleclectiotion in benn in bending ding ParParallallel orel or perpendicular perpendicular
Deflection may be calculated by the usual Deflection may be calculated by the usual formula, taking as the second moment of area formula, taking as the second moment of area (moment of inertia) that of the parallel plies + (moment of inertia) that of the parallel plies + 0.03 times that of the perpendicular plies 0.03 times that of the perpendicular plies
Basic value for modulus of elasticity Basic value for modulus of elasticity
Shear deformation in Shear deformation in plane of sheet plane of sheet
Parallel or Parallel or perpendicular perpendicular
F
Fuulll l ccrroossss--sseeccttiioonnaal l aarreea a BBaassiic c vvaalluue e ffoor r mmoodduulluus s oof f rriiggiiddiittyy Shear deformation
Shear deformation through the
through the thicknethicknessss
Parallel or Parallel or perpendicular perpendicular
F
Fuulll l ccrroossss--sseeccttiioonnaal l aarreea a BBaassiic c vvaalluue e ffoor r mmoodduulluus s oof f rriiggiiddiittyy
*
* By ‘paralBy ‘parallel plielel plies’ is meant ts’ is meant those plihose plies whose gres whose grain direain direction is paction is parallel to thrallel to the direce direction of prinction of principal streipal stress.ss.
†
† The efThe effecfect of buckt of bucklinling on comprg on compressession stion strengrength is givth is given in appen in appendiendix E.x E.
‡
‡ For benFor bending in the plding in the plane of ane of the pliesthe plies, check , check the in-plthe in-plane comprane compressioession and tensn and tension streion stresses. sses. The effeThe effect of buckct of buckling on the ling on the comprescompressionsion strength is given in appendix E.
strength is given in appendix E.
TABLE 5.3 (
TABLE 5.3 ( continued continued )) 5.3(B)
5.3(B) SHESHEAR IN PLANEAR IN PLANES OF PLS OF PLIESIES
T
Tyyppe e oof f ccoonnssttrruuccttiioon n PPoossiittiioon n oof f sshheeaarr
Stress direction with Stress direction with respect to grain direction in respect to grain direction in
face plies face plies
Assembly factor Assembly factor Area to be considered
Area to be considered Modification of basic values in TableModification of basic values in Table 5.1
5.1 P
Pllyywwooood d bbeeaamms s LLoonnggiittuuddiinnaal l sshheeaar r bbeettwweeeen n pplliiees s PPaarraalllleel l oor r ppeerrppeennddiiccuullaar r FFuulll l sshheeaar r aarreea a 00..44××basic shear stressbasic shear stress
Box beams and I-beams with plywood Box beams and I-beams with plywood webs
webs
Shear between plies of web or between web Shear between plies of web or between web and flange
and flange
Par
Parallallel el or or perperpendpendicuicular lar FulFull l arearea a of of contcontact act betbetweeweenn plywood and flange plywood and flange
0.2
0.2××basic shear stressbasic shear stress
±
±4545°° Full area of contact betweenFull area of contact between plywood and flange plywood and flange
0.2
0.2××basic shear stressbasic shear stress
Panels with plywood covers stressed in Panels with plywood covers stressed in compression or tension or both compression or tension or both
Shear between plies or between cover and Shear between plies or between cover and framing members when: (a) depth of framing members when: (a) depth of member exceeds twice its width and end member exceeds twice its width and end nogging is used, or (b) depth of member is nogging is used, or (b) depth of member is not more than twice its width and no end not more than twice its width and no end nogging is used
nogging is used
Par
Parallallel el or or perperpendpendicuicular lar FulFull l arearea a of of contcontact act betbetweeweenn
Parallallel el or or perperpendpendicuicular lar FulFull l arearea a of of contcontact act betbetweeweenn