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Timber Material Properties

Timber Name or Strength Class

Mean Density, mean 600 kg/m3

Material Safety Factor, m (1.30Solid; 1.25Glulam; 1.20LVL) 1.30

Service Class

kmod kdef kmod kdef

Class 1 0.60 0.60 0.80 0.25

Class 2 0.60 0.80 0.80 0.25

Class 3 0.50 2.00 0.65 0.75

Permanent Action - ULS Factored (DL+SDL) and SLS Unfactored (DL+SDL)

Modification Factor for Temp, Moisture, Load Duration, kmod,pt 0.50

Modification Factor for Creep and Moisture, kdef,pt 2.00

Medium Term Action - ULS Factored (DL+SDL+LL)

Modification Factor for Temp, Moisture, Load Duration, kmod,mt 0.65

Modification Factor for Creep and Moisture, kdef,mt 0.75

Factor for the Quasi-Permanent Value, 2,mt 0.30

Medium Term Action - SLS Unfactored (DL+SDL+LL)

For the (DL+SDL) component, the above permanent action values,

whilst for the LL component, the above ULS medium term values.

Geometry of Floor

Joist Span, L (Usually 3.6 4.0m) 4.150 m

Joist LTB Length, LLTB = L / (1+Struttings) 2.075 m

Joist Buckling Length (h-Plane), Leuler,h = %.L 4.150 m

Joist Buckling Length (b-Plane), Leuler,b = %.L 0.830 m

Joist Spacing, s (Usually 400mm, 450mm or 600mm) 400 mm

Bearing Length for Shear Force, lbearing (>=40mm) 50 mm OK

Precamber, u0 0.0 mm

Section Properties

Section Scheme and Number of Joist(s), NJ 1

Note NJ multiplies the dead load and divides the loading, ;

Joist Width, b 47 mm

Joist Depth, h 200 mm

Recommended depth based on span / depth = 20 208 mm

Recommended depth based on span in mm / 24 + 50 223 mm

Elastic Section Modulus, W (h-Plane) = [1/12 b.h3]/(h/2) 313 cm

3

Depth h Modifier For Notched Sections, hmod% 80.0%

Depth b Modifier For Notched Sections, bmod% (Usually 100.0%) 100.0%

Note that all effects are for single joists. Double and triple joists are considered by NJ. Nothing else.

Thus the multiple joists need not be fastenned together as their responses are considered to be

independent. In reality, joists which are fastenned together at regular intervals would respond

in between independent joists and a single joist of thickness the sum of the joists thicknesses;

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Permanent Medium Term

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Modification Factors

Modification Factor for Bending Stress Redistribution, km 0.7

Modification Factor for Bending Depth, kh 1.0

Solid Timber Glulam LVL

where s 0.2

Modification Factor for System Strength (Load Sharing System), ksys 1.1

Modification Factor for Notched End Beams, kv 0.6

Distance, x 100 mm Depth, hef = hmod%.h 160 mm

Angle, 0.80 radians Distance, i.(h-hef) 50 mm

Angle, i 1.25 radians

Modification Factor for Bearing, kc,90 (=1.0 Conservatively) 1.0

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Loading on Joist

Live Load, LL (Including Partitions) (Usually 1.50kPa Domestic) 1.50 kPa

Note dedicated beams supporting partitions should be specifically designed;

Dead Load of Joist(s), NJ . mean . g . b . h / s 0.14 kPa

Super Dead Load of Carpet Finish 0.03 kPa

Super Dead Load of Floor Finish 0.03 kPa

Super Dead Load of Floorboards 0.11 kPa

Thermal Insulation 0.03 kPa

Super Dead Load of Services 0.00 kPa

Super Dead Load of Ceiling 0.11 kPa

DL + SDL 0.45 kPa

SLS = DL + SDL + LL 1.95 kPa

ULS = 1.4DL + 1.4SDL + 1.6LL 3.03 kPa

ULS Permanent Loads (DL+SDL) udl, 1,ULS = (1.4DL+1.4SDL) . S / NJ 0.25 kN/m

ULS Medium Term Loads (DL+SDL+LL) udl, 2,ULS = (1.4DL+1.4SDL+1.6LL) . S / NJ1.21 kN/m

SLS Permanent Loads (DL+SDL) udl, 1 = (DL+SDL) . S / NJ 0.18 kN/m

SLS Medium Term Loads (LL) udl, 2 = (LL) . S / NJ 0.60 kN/m

Loading on Line Support

Floor on One Side (F=1) or Both Sides (F=2) of Line Support, F

Line LL UDL on Support = F . (LL in kPa) . L/2 3.11 kN/m

Line DL+SDL UDL on Support = F . (DL+SDL in kPa) . L/2 0.93 kN/m

Utilisation Summary

Perform Design

Perm Medium

ULS Bending (LTB) 19% 75%

ULS Bending (+LTB) 21% 83%

ULS Shear 15% 58%

ULS Bearing 18% 70%

Deflection

Vibration

Overall Utilisation

ULS Bending Stress 11% 40%

(Note For Comparison Purposes Only)

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87%

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ULS EC5 Design

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ULS EC5 Capacity Approach and SLS Deflections and Vibrations

Perform Design

Perm Medium

Shear Force, Vd 0.5 2.5 kN

Shear Utilisation 15% 58%

Bearing Utilisation 18% 70%

Bending Moment, Md 0.5 2.6 kNm

Bending (LTB) Utilisation 19% 75%

Bending (+LTB) Utilisation 21% 83%

Note shear force, V d = L/2; bending moment, M d = L2/8;

SLS Permanent Loads (DL+SDL) udl, 1 0.18 kN/m

SLS Medium Term Loads (LL) udl, 2 0.60 kN/m

Precamber, u0 0.0 mm

Deflection Utilisation

Vibration Utilisation

ULS Stress Approach

Note conservatively same strength criteria for axial and bending; However, since there is only bending

action here, the bending design strength employed instead, hence equivalent to EC5 capacity approach;

Note unconservatively no LTB; no Euler; no battened strut buckling; straight members; no Vierendeel;

Note conservatively no k h , k sys and k c,90 ; Note unconservatively no k v ;

Characteristic Strength in Bending, fm,k 42.04 N/mm2

Material Partial Safety Factor, m 1.30

Perm Medium

Bending Stress, m,d = Md/W 1.72 8.32 N/mm2

Design Strength in Bending, fm,d = kmod.fm,k/m 16.17 21.02 N/mm2

Bending Stress Utilisation = m,d/fm,d 11% 40%

ULS Connection Force

Shear Force at Either End of Joist = MAX (Vd,perm, Vd,medium) 2.5 kN

Notches and Openings in Joist Members

87%

97%

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Scheme Design

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A typical domestic timber floor would consist bottom up of 12.5mm plasterboard, timber joists

at 400mm centres (with restraint type joist hangers or 30x5mm galvanised mild steel straps at2.0m max intervals for joists perpendicular to wall; with 30x5mm galvanised mild steel straps

at 2.0m max intervals for joists parallel to wall), 21mm floor boards, 25mm thick resilientlayer and timber flooring.

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Member Design - Timber Floor

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20/08/2015

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Wall Lateral Restraint by Joist

20/08/2015

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