Disclaimer: The information on this page has not been checked by an independent person. Use this information at your own risk.
ROYMECHX clone of ROYMECH

Click arrows to page adverts



These Pages include various standards. To confirm the status of any standard, identify the replacement standard if it is obsolete and/or purchase the standard please use.
BSI Shop
It is also possible to become a BSI member and obtain copies of the Standards at much reduced prices.


Home
Structures Index

Timber

Note:

This page includes notes related to the relevant Eurocodes EC5 ( BS EN 1995-1-1 ).    Elsewhere on the Roymech website there are notes on timber which relates to BS 5268 Timber Index this is now superseded by the Eurocode.    My information on the older standards is generally more detailed  and much of the information is still relevant.

Introduction.... Standards.... Symbols.... Timber properties.... Ultimate limit state design.... Serviceability limit state design.... Design strength values.... Service classes....
Actions.... Columns.... Design of Flexural Members.... Bending.... Buckling of beams.... Shear of Beams.... Compression.... Torsion.... Deflection.... Vibration.... Connections

The building structures pages have been added the six months to Dec. 2012.     They are very much work-in-progress and I will be updating them on a regular basis over the next six months.

Introduction

This page includes notes on design of timber structures and structural components in accordance with the relevant Eurocode EC 5 (BS EN 1995-1-1: 2004).    The notes are outline in nature suitable for enabling basic calculations.  For detailed design it is necessary to refer to the actual standard and all of the associated standards.

Timber construction design to EuroCode 5 is based on limit state design with the two principal catergories being ultimate and seriviceability states.

Ultimate limit state (ULS) = States associated with collapse or similar structural failure.
Serviceability Limit state(SLS) = State such that the structure remains functional for its intended use subject to routine loading.

The durability limit state also needs to be considered .    This relates to the risk of timber decay due to fungal or insect attack as well as the risk of corrosion of metal fasteners and connections.

The requirements of limit state design are identified in Eurocodes Introduction.

The separate catergories of ULS include design for Equilibrium (EQU) = loss of equilibrium of the structure, Strength (STR) Internal failure or excessive deformation of the structure or structural member,  Geology (GEO) = failure due to excessive deformation of the ground, and Fatigue (FAT) = fatigue failure of the structure or structural members..    The notes on this page relate primarily to the STR Ulitmate limit state category.

Included below are links to timber information pages which are useful but which are not necessarily in accordance witht the Eurocodes

Timber Properties Glued laminates Plywood Particle Board Timber Joints


Almost as important as the design of the timber members is the design of the method of connecting the timber members.
Outline notes the timber connections in accordance with Eurocode 5 is provided on webpage Timber connections.

An example calculation with equations relating to most of the topics covered on this page is provided ..Example..




Relevant Standards

.

Code Reference Number                Title
BS EN 1990 Eurocode 0: Basis of structural design
BS EN 1995-1-1:2004 Eurocode 5. Design of timber structures. General. Common rules and rules for buildings
BS EN 1995-1-2:2004 Eurocode 5. Design of timber structures. General. Structural fire design





symbols
A s = Area of beam
b = breadth of beam
h = height of beam
L = length of member (Eurocode uses )
i = radius of gyration
I = Second Moment of Area
Wy, Wz Elastic modulus about y-y and z-z repectively.
Note for beam below Wy = Iyy /(h/2) and Wz = Izz /(b/2)

Bending

l = span
Md = design moment
G = permanent action
Q = variable action
σm,d = design normal bending stress
fm,k = characteristic bending strength
fm,d = design bending strength
γG = partial coefficient for permanent actions
γQ = partial coefficient for variable actions
γM = partial factor for material properties,modelling uncertainties and geometric variations
kmod = modification factor to strength values, allowing for load duration and moisture content
ksys = load sharing factor
kinst = instability factor for lateral buckling
E0,05 = fifth percentile value of modulus of elasticity
Emean = mean value of modulus of elasticity (parallel) to grain


DEFLECTION:
uinst = instantaneous deformation
uinst,G = instantaneous deformation due to a permanent action G
uinst,Q,1 = instantaneous deformation for the leading variable action Q1
ufin = final deformation
ufin,G = final deformation due to a permanent action G
ufin,Q,1 = final deformation for the leading variable action Q1
kdef = deformation factor
wcreep = creep deflection
wc = camber deflection
winst = instantaneous deflection
wnet,fin = net final deflection
wfin = final deflection
um = bending deflection
uv = shear deflection


BEARING:
F90,d = design bearing force
L = length of bearing
σc,90,d = design compression stress perpendicular to grain
fc,90,k = characteristic compression strength
perpendicular to grain fc,90,d = design compression strength perpendicular to grain


COMPRESSION:
L ef effective length of column
λy, λz slenderness ratios about yy and zz axes
λrel,y, λrel,z = relative slenderness ratios about yy and zz axes
N = design axial force
σc,0,d = design compression stress parallel to grain
fc,0,k = characteristic compression strength parallel to grain
fc,0,d = design compression strength parallel to grain
σm,y,σm,z,d = design bending stresses parallel to grain
fm,y,d, fm,z,d = design bending strengths parallel to grain
kc compression factor









Table of Timber Structural strength class according to BS EN 338 table 1


Important Note; This table is equivalent to the table found in BS 5628         Timber Design    however the strength values in this table are characteristic strengths ( fifth percentile values derived directly from laboratory tests of five minutes ) whereas the equivalent values in the BS 5628 table are grade stresses which have been reduced for long-term duration and already include a safety factor.

Species type                                     Poplar and conifer species Deciduous species
Class C14 C16 C18 C22 C24 C27 C30 C35 C40 D30 D35 D40 D50 D60 D70
Strength properties (N/mm2)
Bending fm,k 14 16 18 22 24 27 30 35 40 30 35 40 50 60 70
Tension par'l. ft,0,k 81011131416182124182124303642
Tension perp. ft,90,k 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.7 0.9
Compression par'l. fc,0,k 16 17 18 20 21 22 23 25 26 23 25 26 29 32 34
Compression perp. fc,90,k 4.3 4.6 4.8 5.1 5.3 5.6 5.7 6.0 6.3 8.0 8.4 8.8 9.7 10.5 13.5
Shear fv,k 1.7 1.8 2.0 2.4 2.5 2.8 3.0 3.4 3.8 3.0 3.4 3.8 4.6 5.3 6.0
Stiffness properties (kN/mm2)
Mean modulus of elasticity
parallel    E0,mean
789101112121314101011141720
5% modulus of elasticity
parallel    E0,05
4.7 5.4 6.0 6.7 7.4 8.0 8.0 8.7 9.4 8.0 8.7 9.4 11.8 14.3 6.8
Mean modulus of elasticity
Perpendicular    E90,mean
0.23 0.27 0.30 0.33 0.37 0.40 0.40 0.43 0.47 0.64 0.69 0.75 0.93 1.13 1.33
Mean shear modulus Gmean 0.44 0.50 0.56 0.63 0.69 0.75 0.75 0.81 0.88 0.60 0.65 0.70 0.88 1.06 1.25
Density (kg/m3)
Density ρk 290 310 320 340 350 370 380 400 420 530 560 590 650 700 900
Average density ρmean 350 370 380 410 420 450 460 480 500 640 670 700 780 840 1080


The characteristic value for strength as shown in the above table is based a reference depth in bending and width in tension iof 150mm.    For timber with a depth in bending, or width in tension, less than 150mm the strength is increased in value by a factor kh which is obtained from the equation

Note: h = the beam depth in bending and the beam width in tension



Strength Class Tree Species
C14Western Red Cedar,Douglas Fir
C16Hem Fir,
C22British Pine,spruce
C24Spruce, Poplar, Larch
C30 Spruce, Poplar, Larch,Pine (redwood)
C35 Douglas Fir
D30 Oak
D35 Beech
D40 Beech, Teak, Eucalyptus
D50 Keruing, Karri, Opepe
D60 Kapur
D70 Balau, Greenheard, Ekki


Softwood Timber Sizes

Geometrical properties of sawn softwoods


Based on timber with a 20% moisture content

Target
Sizes
Area Section ModulusSection Moment of Area Radius of Gyration
About x-xAbout y-yAbout x-xAbout y-y mmmm
mm103mm2103mm3 103mm3106mm4106mm4 mmmm
22x100 2,20 36,6 8,1 1,830,08928,96,35
38x1003,8063,324,13,170,45728,911,0
38x1505,7014336,110,70,68643,311,0
38x1756,5419442,117,00,80050,511,0
38x2007,6025348,125,30,91557,711,0
38x2258,5532154,236,11,0365,011,0
47x753,5344,127,61,650,64921,713,6
47x1004,7078,336,83,920,86528,913,6
47x1255,8812246,07,651,0836,113,6
47x1507,0517655,213,21,3043,313,6
47x1758,2324064,421,01,5150,513,6
47x2009,4031373,631,31,7357,713,6
47x22510,639782,844,61,9565,013,6
47x25011,849092,061,22,1672,213,6
47x30014,17051101062,6086,613,6
63x1509,4523699,217,73,1343,318,2
63x17511,032211628,13,6550,518,2
63x20012,642013242,04,1757,718,2
63x22514,253214959,84,6965,018,2
75x1007,5012593,86,253,5228,921,7
75x15011,328114121,15,2743,321,7
75x17513,138316433,56,1550,521,7
75x20015,050018850,07,0357,721,7
75x22516,963321171,27,9165,021,7
75x25018,878123497,78,7972,221,7
75x30022,5113028116910,586,621,7
100x10010,01671678,338,3328,928,9
100x15015,037525028,112,543,328,9
100x20020,066733366,716,757,728,9
100x22522,584437594,918,865,028,9
100x25025,0101041713020,872,228,9
100x30030,0150050022525,086,628,9
150x15020,056356342,242,243,343,3
150x30030,02250113033884,486,643,3
300x30090,04500450067567586,686,6







Ultimate limit state design

The principle involved when considering a limit state of rupture or excessive deformation of a section or connection (STR ) is it shall be verified that :

Ed Rd

Ed = The design value of the effect of actions such as internal force , moment or vectorial representation of several internal forces or moments.
Rd = The design value of the corresponding resistance.

In simple English : the value of the product or the maximum expected forces or moments on a section and the associated partial margins should be less than the characteristic value of the strength of the sections divided by the relevant material partial safety margins.   

Notes on the actions and their associated partial margins are found on this page and notes on the Resistance values the associated partial margins are found on the web pages related to the construction materials






Serviceability Limit State

Serviceability Limit state(SLS) is the design state such that the structure remains functional for its intended use subject to routine loading.    This affects such situations as doors / windows failing to open due to structural deformation.    It relates to factors others than the building strength that renders the buildings unusable.    Serviceability limit state design of structures includes consideration of durability, overall stability, fire resistance, deflection, cracking and excessive vibration.  This website only considers this limit state in outline.

Verification for serviceability limit states in the ground or structional section or interface shall be such that

Ed =< Cd


Cd = Nominal value or function of certain design properties of materials- (related to serviceability limit state )


In the notes below the sections on deflection and vibration relate to this limit state condition






Design Strength values

The characteristic strengths, Xk, are converted to design values, Xd, by dividing by a partial factor, γM and multiplying by a factor kmod.

Values for these factors are included in the tables below.

Note: γM is not simply a partial factor for materials but also takes account of modelling and geometric uncertainties.

kmod = modification factor to strength values, allowing for load duration and moisture content

The eurocode , like BS 5268, allows the design strength determined using equation this be multiplied by a number of other factors as appropriate such as kcrit , kv , kc,90 and the loading sharing factor, ksys,where several equally spaced similar members are able to resist a common load.     Typical members which fall into this category may include joists in flat roofs or floors with a maximum span of 6m and wall studs with a maximum height of 4m

The design values for the stiffness are obtained as follows

Ed = Emean / γM
Gd = Gmean / γM



Table for partial factor γM

Design situation Partial factor    γM
Fundamental combinations ...  
      Solid timber 1.3
      Glued laminated timber 1.25
     Laminated veneer lumber (LVL),plywood, OSB 1.2
     Particle board 1.3
     Fibreboard hard 1.3
     Fibreboard medium 1.3
     Fibreboard, MDF 1.3
     Fibreboard , soft 1.3
     Connections 1.3
     Punched metal plate fasteners 1.25
Accidental combinations 1.0
Serviceability limit states 1.0


table for kmod
This is applicable to solid timber , Glued laminated timber, LVL , and Plywood

Load duration class Service class
1 23
Permanent (> 10 years)0.60 0.60 0.50
Long-term (6 months - 10 years )0.70 0.70 0.55
Medium-term ( 1 week - 6 months) 0.80 0.80 0.65
Short-term ( < 1 week) 0.90 0.90 0.70
Instantaneous 1.10 1.10 0.90

examples of loading duration assignment are provided below

permanent : self weight
long term : storage
medium term : imposed floor load, snow
short term : snow , wind
instantaneous: wind , accidental load


System strength
When the design loads are carried by several equally spaced and similar members which are connected laterally by a continuous load distribution system, the member strength properties may be multiplied by a system strength factor ksysof 1,1





Service Class

Moisture has a significant effect on the mechanical properties of timber and the British standard allocates service class designations to allow for this

The permissible stresses used is generally alocated relevant to the service classes as identified below.    This is the same for Eurocode 5 as for BS 5268.

Service classes ( based on clause 2.3.1.3, BS EN 1995 )

a) Service class 1 is characterized by a moisture content in the materials corresponding to a temperature of 20 C and the relative humidity of the surrounding air only exceeding 65 % for a few weeks per year.    In such moisture conditions most timber will attain an average moisture content not exceeding 12 %.

b) Service class 2 is characterized by a moisture content in the materials corresponding to a temperature of 20 C and the relative humidity of the surrounding air only exceeding 85 % for a few weeks per year.     In such moisture conditions most timber will attain an average moisture content not exceeding 20 %.

c) Service class 3, due to climatic conditions, is characterized by higher moisture contents than service class 2.

Note: Design using timber sections greater than 100 thick or deep are generally based on service class 3 because of the difficulty in drying thicker sections.



Design Resistance

The design value of a resistance ( load carrying capacity ) ,Rd , is calculated as

Rk = characteristic load carrying capacity
γM = the partial factor for a material property
kmod = modification factor taking into account the effect of load duration and moisture content






Actions

The actions on a structure or a structural element comprise of permanent actions which are in principle unchanging through the life of the structure and variable actions which are not fixed.  The prime example of a permanent action is the weight of the construction materials. Examples of variable actions include wind loading, occupancy loading, storage loading.

As noted on the webpage Eurocodes Introduction, the design value of an action (Fd) is obtained by multiplying the representative value (Frep) by the appropriate partial safety factor for actions (γf):

Fd = γf.Frep

where
F rep is the representative value of an action. This is generally equal to the characteristic F k value of an permanent action or the leading variable action value , or it is equal to the ψ. F k of an imposed ( variable action ).
γ F is the partial factor for an action ( or γ E , for the effect of an action ).

..Fk = Gk    and       γ F = γ G for a permament action.
..Fk = Qk     and     γ F = γ Q for an imposed action.



The general equation for the effect of actions should be

The part of the equation inside the brackets represents the combination of permanent and variable actions

In BS EN 1990 one of a number of equations for action (load ) combinations is equation 6,10

This is a quick, but conservative, method when compared to the alternative equations (  6.10a and 6.10b  )which are a little more complicated. 6.10b is generally the governing equation in the UK

Persistent and transient design situations permanent actions Leading variable actions Accompanying variable actions
Unfavourable Favourable Unfavourable Favourable Main (if any Others         
BS EN 1990(eq 6.10)    γG.j,supGk,j,sup γGj,infGk,j,inf γQ,1Qk,1 - γQ,i ψ0,1 Qk,i
Combination of permanent and variable action ( Strength limit States STR )
BS EN 1990(eq 6.10) 1,35Gk 1,0Gk 1,5Qk.1 0 - -
Combination of permanent and variable action and accompanying variable action ( Strength limit States STR )
BS EN 1990(eq 6.10) 1,35Gk 1,0Gk 1,5Qk.1 0 - 1,5 ψ0.1 Qk.1
Combination of permanent and variable action and accompanying variable action ( Equilibrium limit States EQU )
BS EN 1990(eq 6.10) 1,1 Gk 0,9 Gk 1,5Qk.1 0 - 1,5 ψ0.1 Qk.1






Design of colums subject to compression or combined compression and bending.

Note: Basic information on columns and struts and the derivation of the buckling equations if found at Struts   
The slenderness ratio is simply defined as the

λ = Length ( Effective Length = Le) / radius of Gyration = k.

The relative slenderness ratios are obtained from

Where both λrel,z and λrel,y 0,3 the stress should satisfy the conditions for combined bending and compression as identified below.    In all other cases the stress which should increase resulting from deflection should satisfy the following expressions.

Combined bending and axial compression

for timber memebers ubject to combined bending and axial compression the following condiions should be satisfied







Design of flexural members

The design of flexural members principally involves consideration of the following actions which are discussed next:

1. Bending
2. Lateral buckling
3. Shear
4. Bearing
5. Torsion
6. Deflection
7. Vibration







BENDING

If members are not to fail in bending, the following conditions should be satisfied:

σm,y,d and σm,z,d = the design bending stresses and about axes yy and zz
fm,y,d and fm,z,d = the corresponding design bending strengths
km = a factor that allows for the redistribution of secondary bending stresses and assumes the following values:
for rectangular or square sections; km = 0.7
for other cross-sections; km = 1.0

As an example for a rectangular section beam of width b and height h

My,d = Bending moment about y-y
Wy = elastic modulus about y-y = Iyy /( h/2)







Lateral Buckling

A beam is not be at risk of buckling under axial compressive loading if lateral displacement and rotation is prevented along its length along its length.    Otherwise the member may be vulnerable to lateral buckling and the rules in provide in BS EN 1995-1-1 should be used to assess the bending behaviour. Generally, the following condition should be verified

σm,d design bending stress
fm,d design bending strength
kcrit is a factor which takes into account the reduction in bending strength due to lateral buckling and is given by
    kcrit = 1 for λrel,m = < 0.75
    kcrit = 1.56 - 0.75 . λrel,m for 0.75 < λrel,m = < 1.4
    kcrit = 1 / λrel,m2 for 1.4  <   λrel,m
where <   λrel,m is the relative slenderness ratio for bending given by


where fm,k is the characteristic bending stress
σm,crit is the critical bending stress generally

Note: for softwoods with solid rectangular sections the following can be assumed

where
Lef = the effective length of the beam, reference table below.
b = width of beam
h = depth of beam
Iz = the second moment of area about z-z
Itor = the torsional moment of inertia
fm,k = characteristic bending strength
E0,05 = the fifth percentile modulus of elasticity parallel to grain
G0,05 = the fifth percentile shear modulus = E0,mean/16
Wy = Elastic modulus about y-y.

Beam type Loading type Lef / L
Simply supported Constant moment 1.0
Uniformly distributed load 0.9
Concentrated force at the middle of the span 0.8
Cantilever Uniformly distributed load 0.5
Concentrated force at the free end 0.8

Note; table only applies if compression load is on centre of gravity of section on torsionally restrained beams.







SHEAR


Reference Shear stress



For shear with a stress component parallel to the grain as well as for shear with both components perpendicular to the grain.    If flexural members are not to fail in shear, the following condition should be satisfied:

τ d < = fv,d

where
τ d is the design shear stress
fv,d is the design shear strength

For a beam with a rectangular cross-section, the design shear stress occurs at the neutral axis and is given by:

where
VEd = the design shear force
A = the cross-sectional area

The design shear strength, fv,d is given by

where
fv,k = the characteristic shear strength

Note: The shear strength for rolling shear is approximately twice the tensile strength perpendicular to the grain.


For beams notched at their ends as shown in figure below the following condition should be checked



kv is the shear factor which may attain the following values:

For beams notched at the opposite side to support

kv = 1

For beams of solid timber notched at the same side as support

where
kn = 5 for solid timber , = 4,5 for LVL, = 6,5 for glued laminated timber
i = the notched inclination as defined in figure
h = s the beam depth in mm
x = the distance from line of action to the corner







BEAMS SUBJECT TO LATERAL COMPRESSION

For compression perpendicular to the grain the following condition should be satisfied:

σc,90,d   <=   kc,90 fc,90,d

where
σc,90,d = the design compressive stress perpendicular to grain
fc,90,d = the design compressive strength perpendicular to grain
kc,90 = the compressive strength factor allowing for load configuration/ risk of splitting/degree of compressive deformation

where
Fc,90,d = the design compressive load perpendicular to grain
Aef = Effective contact area in compression perpendicular to grain

The effective contact area, Aef , is determined using an effective length based on the actual contact length at each side which is increased by 30mm but not more than a1, L or L1/2 (refer to figure above )

kc,90 should be taken as 1 unless the conditions below apply.

For beams on continuous supports and providing L1 >= 2h then
kc,90 = 1,25 for solid softwood timber
kc,90 = 1,5 for glued laminated timber

For beams on discrete supports and providing L1 >= 2h then
kc,90 = 1,5 for solid softwood timber
kc,90 = 1,75 for glued laminated timber providing L <= 400mm







TORSION

For beams subject to torsion the following expression shall be satisfied

where
kshape = 1,2 for circular sections
kshape = The lesser of
            1+0,15.h/b or
            2,0
for rectangular sections.

τ tor,d = design torsional stress;
fv,d = design shear strength;
kshape = factor depending on shape of cross-section;
h = larger cross section demensions
b = smaller cross section dimension







DEFLECTION

BS EN 1995 recommends various limiting values of deflection for beams.    The symbols relating to the deflection are shown in figure below.. I am using L not l to avoid it looking like number 1.

Note: Deflection and and vibration are generally most relevant for Design to serviceability limit states..

wcreep = creep deflection
wc = camber deflection
winst = instantaneous deflection
wnet,fin = is the net final deflection due to permanent and variable actions = wfin - wc
wfin = final deflection due to permanent and variable actions = winst + wcreep
um = bending deflection
uv = shear deflection



Examples of limiting values of defelection based on BS EN1995-1-1 table 7,2

Description w inst w net.fin w fin
Beam with span (L) between 2 supportsL/300- L/500L/250 to L/350 L/150 to L/300
Cantilever BeamL/150- L/250L/125 to L/175 L/75 to L/150


Specific limiting values for deflections of beams ( based on Table 4 of NA to EN 1995)

Description limit of deflection w fin
member with span (L) between 2 supports A cantilerver of length (L)
Roof of floor members with a plastered or plasterboard ceilingL/250L/125
Roof of floor members without a plastered or plasterboard L/150 L/75

Eurocode 5 includes consideration for the load duration and moisture influences on deformations having time-dependent properties i.e creep.  The final mean modulus of elasticity and shear modulus used to calculate deflections are obtained using the following equations.



table for kdef

Load duration class Service class
1 23
Solid Timber. EN 14081-10.60 0.80 2,00
Glued laminated timber./ EN 140800.60 0.80 2,00
LVL. EN 14374, EN 142790.60 0.80 2,00
Plywood type EN636-10.80 - -
OSB. EN 312 OSB/22,25 - -
Particleboard EN312 Type P42,25 --
Fibreboard hard. EN 622-2 HB0LA 2,25 --
Fibreboard med. EN 622-3 MBH-LA1, MBH.LA23,00 --
Fibreboard MDF EN 622-5 MDF-LA2,25 --






VIBRATION

BS EN 1995 includes a requirement for the serviceability limit state design that the actions on a member or a structure do not result in vibration levels which are are not acceptable for functional and occupier comfort and safety levels.    The notes below identify the requirements for an acceptable level of imposed structural vibration.

The fundamental frequency of vibration of a rectangular residential floor, f1, is estimated using the following eqaution and should normally exceed 8 Hz.

m = mass equal to the self weight of the floor and other permanent actions per unit area in kg m-2
L = floor span in m
(EI)L = equivalent bending stiffness in the beam direction N.m2 / m.

For cases when the fundemental frequency of the floor exceeds 8 Hz the following additional requirements are imposed by the code.

ξ = modal damping coefficient, normally taken as 0.02
ω = maximum vertical deflection caused by a concentrated static force F = 1.0
ν = unit impulse velocity

a = is the deflection of floor under a 1 kN point load .

a must not exceed 1,8mm for L <= 4 000mm
a must not exceed 16 500/ L 1,1 mm for L > 4 000mm

b = is the velocity response constant .

b = 180 - 60.a if a <= 1mm
b = 160 - 40.a if a > 1mm

ω may be estimated from the equation< below

kdist is the proportion of point load acting on a single joist
leq is the equivalent floor span in mm
kamp is the amplification factor to account for shear deflection in the case of solid timber
(EI)joist is the bending stiffness of a joist in N.mm2 (calculated using Emean)

kstrut = 0.97 for appropriately installed single or multiple lines of strutting, or otherwise 1.0
(EI)b is the floor flexural rigidity perpendicular to the joists in N mm2 / m
s is the joist spacing in mm
Leq is the span, in mm, for simply supported single span joists
kamp 1.05 for simply supported solid timber joists
The value of ν may be estimated from

b is the floor width in m
L is the floor length in m
n40 is the number of first order modes with natural frequencies below 40 Hz and is given by

where (EI)L is the equivalent plate bending stiffness parallel to the beams and the other symbols are as defined above.



Useful relevant Links
  1. Introduction to Structural Timber design to The Eurocodes..Very important document to latest codes :75 page document
  2. Strength Graded Timber Mark..Download showing identification to be shown on strength graded timber
  3. Wood Handbook -- Wood as an Engineering Material..Downloads ..Comprehensive Document (American ) Excellent
  4. Canadian Wood Council ..Excellent site on Wood Engineering - my words
  5. Timber Trade Federation ..The Timber Trade Federation is the official voice of the UK timber trade.
  6. Scottish Timber Trade Association..Home page with links to useful information pages.
  7. In situ strength grade..Notes on visual strength grading of timber
  8. BSW Timber..Large UK Sawmill homepage
  9. Timber Size calculator ..Free on registration : In line with Eurocodes.


Home
Structures Index

This page is being developed

Send Comments to Roy Beardmore

Last Updated 12/01/2013