MasterSeries Timber Design Sample Output

© MasterSeries PowerPad - Project Title MasterSeriesTimberOutput
MasterSeries Sales Team
3 Castle Street
Carrickfergus
Co. Antrim BT38 7BE
Tel : 028 9036 5950
Job ref : Job Ref
Sheet : Sheet Ref / 7 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
STANDALONE MASTERKEY : TIMBER DESIGN
FLITCH BEAM DESIGN TO BS EN 1995-1-1:2004 + A1:2008
Summary Design Data
Eurocode National Annex
Using Using UK values values
Strength Class Code BS EN 338:2009
Timber Data
l = 3 m, b = 75 mm, h = 220 mm in Strength Class C16
Plate Data
b = 12 mm, h = 160 mm in Grade 240W
Section Properties Timber Area = 330 cm 2 , Z = 2164.18 cm 3 , Ix = 13.3e3 cm 4
Section Properties Plate Areaeff = 447.27 cm 2 , Z = 2705.23 cm 3 , Ix = 10.5e3 cm 4
Beam Data Span = 3 m, Spacing = 1 m, Bearing Length = 75, Distance to Bearing = 150
Beam Loading Dead Load = 0.5 kN/m 2 , Live Load = 1.5 kN/m 2
Specification
1 : Internal use in continuously heated building, Long Term Loading
Grade and Admissible Stresses (Strength Class C16)
fm,y,d = kmod.kh.ksys.fm,k / γm 0.7 x 1 x 1 x 16 / 1.3 8.62 N/mm²
fc,0,d = kmod.ksys.fc,0,k / γm 0.7 x 1 x 17 / 1.3 9.15 N/mm²
fc,90,d = kmod.kc,90.ksys.fc,90,k / γm 0.7 x 1.5 x 1 x 2.2 / 1.3 1.78 N/mm²
ft,0,d = kmod.kh.ksys.ft,0,k / γm 0.7 x 1 x 1 x 10 / 1.3 5.38 N/mm²
fv,d = kmod.ksys.fv,k / γm 0.7 x 1 x 3.2 / 1.3 1.72 N/mm²
Emean, fin = Emean / (1 + kdef) 8000 / (1 + 0.6) 5000 N/mm²
Plate Modulus Es = 240 N/mm² 240 N/mm²
Design Loads
Timber Density and Selfweight
Steel Density and Selfweight
370 kg/m³, Fj 0.24 kN/m
8002 kg/m³, Fs 0.015 kN/m
w = (1.35•Fd + 1.5•Fl).s + Fj + Fs (1.35 x 0.5 + 1.5 x 1.5) x 1 + 1.35 x (0.24 + 0.015) 3.27 kN/m
Bending Stresses in Timber
σt,m,y,d = My / Wel,y 3.68 / 2164.18 = 8.62 1.7 N/mm² OK
Um,t = σm,y,d / fm,y,d 1.7 / 8.62 0.197 OK
Leff = L•kLTB 3 x 0.9 2700 mm
σm,crit = 0.78 • E0.05 • b 2 / h • leff 0.78 x 5.4 x (2 x 75) 2 / 220 x 2700 159.55 N/mm²
λrel,m = √(fm,k / σm,crit) √(16 / 159.55) 0.317
kcrit λrel,m < 0.75, kcrit = 1 1
Utmt = σm, a / (kcrit • fm,d) 1.7 / (1 x 8.62) 0.197 OK
Bending Stresses in Steel
σs,m,y,d = mr • My / Wel,y (23.3 x 3.68) / 2705.23 = 240 31.68 N/mm² OK
Um,s = σm,y,d / fm,y,d 31.68 / 240 0.132 OK
Shear and Bearing Check
Fv = wyy.L / 2 3.27 x 3 / 2 4.9 kN
τa, y = (1.5 Fv / kcr) / Area (1.5 x 4.9 / 0.67) / 330 0.333 N/mm² OK
σca = Vy,Ed / (b.B.Not) 4.9 / (75 x 75 x 2) = 1.78 0.436 N/mm² OK
Deflection
Deflection due to Permanent Load
δm = 5.w.L 4 / (384.E.Iy) 5 x 0.755 x 3 4 / (384 x 5000 x 23.8e3) 0.669 mm
δs = 12.w.L 2 / (5.E.A) 12 x 0.755 x 3 2 / (5 x 5000 x 777.27) 0.042 mm
uinst,G = δm + δs 0.669 + 0.042 0.711 mm
Deflection due to Variable Load
δm = 5.w.L 4 / (384.E.Iy) 5 x 1.5 x 3 4 / (384 x 8000 x 23.8e3) 0.831 mm
δs = 12.w.L 2 / (5.E.A) 12 x 1.5 x 3 2 / (5 x 8000 x 777.27) 0.052 mm
uinst,Q = δm + δs 0.831 + 0.052 0.883 mm
ufin,G = uinst,G (1 + kdef) 0.711 x (1 + 0.6) 1.14 mm
ufin,Q = uinst,Q (1 + w2.kdef) 0.883 x (1 + 0.3 x 0.6) 1.04 mm
ufin = ufin,G + ufin,Q 1.14 + 1.04 ≤ L/250 2.18 mm OK
Minimum Bolt Capacity
Permissible shear & bearing stress pbss = 160 N/mm², pbbs = 460 N/mm²
Load for bolt, Fv,Rk,90 Perpendicular to grain, from Clause 8 EC5 4.85 kN
Fb,Rd = (k1 • ab • fu • d • t) / γM2 (2.5 x 1 x 380 x 8 x 12) / (1.25 x 1000) 72.96 kN