calculations prepared by jms consulting engineers ltd ... · calculations prepared by jms...

Calculations Prepared by JMS Consulting Engineers Ltd BD0110527.doc

www.BEAM-DESIGNS.co.uk

Job ref : BD110527 Sheet : Structure / 1 - Made By : Beam-Designs Date : May 2011/ :

Email [email protected] .

Loading Roof : Tiles = 0.65 kN/m2 Dead Live

Rafters, felt, insulation etc . = 0.30 kN/m2

0.95 kN/m2/Cos 35 = 1.16 kN/m2 Plasterboard = 0.25 kN/m2

TOTAL = 1.41 kN/m2

Attic = 0.25 Roof snow loading = 0.6*((60-35)/30)= 0.50 kN/m2

TOTAL = 0.75 kN/m2 Roof : Tiles = 0.65 kN/m2 Dead Live

Plasterboard = 0.25 kN/m2 Rafters, felt, insulation etc . = 0.30 kN/m2

1.20 kN/m2/Cos 45 = 1.47 kN/m2

TOTAL = 1.47 kN/m2 Roof snow loading = 0.6*((60-45)/30)= 0.50 kN/m2

TOTAL = 0.50 kN/m2 Roof: Joists & boarding , finishes = 0.35 kN/m2

(flat) Plasterboard = 0.25 kN/m2 TOTAL = 0.60 kN/m2

Imposed = 0.75 kN/m2

TOTAL = 0.75 kN/m2 Floor: Joists & boarding = 0.25 kN/m2

Plasterboard = 0.25 kN/m2 TOTAL = 0.50 kN/m2

Imposed = 1.50 kN/m2

TOTAL = 1.50 kN/m2 Walls: 2.4m high, 100mm blockwork = 2.4*1.4 =3.36 kN/m Plasterwork both sides = 2.4*0.25*2 =1.2 kN/m TOTAL = 4.56 kN/m 2.4m high, studwork = 2.4*0.12 =0.29 kN/m Plasterwork both sides = 2.4*0.15*2 =0.72 kN/m TOTAL = 1.01 kN/m 2.7m high, external studwork = 2.7*(2.1+12) =6.0 kN/m Plasterwork to one side = 2.4*0.25 =0.60 kN/m TOTAL = 6.60 kN/m





Consider Flat 11

Floor Beam to Void

Floor Beam to Void

Ridge Beam

Support Post 2

Support Post 1

Timber Beam





Consider Ridge Beam Load to Ridge Roof 4.5/2*1.47=3.18 4.5/2*0.5=1.13 Total 3.18 kN/m Dead 1.13 kN/m Live

Span of floor

Timber collar bolted across rafters with ridge beam under

Floor Beam to Void Floor Beam to Void

Ridge Beam





Ridge Part 1 (Longer span)





Use 160x150 C24 Flitch Beam With A 10x150 Steel Plate





Ridge Part 2 (Shorter span)

C:\SIMAS\MASTERSERIES\BD110527\RIDGE.$5

MASTERKEY : TIMBER DESIGN

AXIAL LOAD WITH MOMENT DESIGN TO BS EN 1995-1-1:2004 Members 1-2 (N.1-N.2) @ Level 1

Summary Design Data Design Cases Covered 1.35 D1 + 1.5 L1 Deflection Cases Covered 1.0 L1, 1.0 D1 + 1.0 L1, 1.0 D1 Section Size b = 50, h 150 Regularized Section in Strength Class C24 Section Properties (cm²,cm³,cm) Area 75, Wel.y 187.5, Wel.z 62.5, iy 4.33, iz 1.44 Specification Service class 1 : Internal use in continuously heated building Medium Term loading, 3 pieces of softwood Integrated Design Critical Case 1 Member Details NEd = 0.0 kN, Ly = 3.5 m, Lz = 0.6 m, Lcr.y = 1.0 Ly, Lcr.z = 1.0 Lz Bearing length l 75, Distance to Bearing 150 mm

Grade and Admissible Stresses (Strength Class C24) fm.y.d = Kmod.Khy.fm.k/γm 0.80 x 1.00 x 24.00/1.3 14.77 N/mm² fm.z.d = Kmod.Khz.fm.k/γm 0.80 x 1.25 x 24.00/1.3 18.40 N/mm² fc.90.d = Kmod.Kc.90.fc.90.k/γm 0.80 x 2.43 x 2.50/1.3 3.73 N/mm² fv.d = Kmod.fv.k/γm 0.80 x 2.50/1.3 1.54 N/mm² Emean Instantaneous Deflection 11000 N/mm² Deflection

Axial Load with Moments Check Critical Design Location X = 0.800 σm.y.d = My/Wel.y 2.013 / 187.5 ≤ 14.77 10.74 N/mm² OK Um.y = σm.y.d/fm.y.d 10.740/14.769 0.727 OK Um.y 0.727 0.727 OK

Shear and Bearing Check Critical Design Location X = 0.000 τa= 1.5 Vy.Ed / Area 1.5 x 5.033 / 75 ≤ 1.54 1.01 N/mm² OK σc⊥ax = Vy.Ed / (b.ly) 5.033 / (50 x 75) ≤ 3.73 1.34 N/mm² OK

Deflection Check (Shear Deflection NOT Included) δ = δm 2.50 ≤ L/250 2.50 mm OK

Use 50x150 C24 Timber Ridge





C:\SIMAS\MASTERSERIES\BD110527\RIDGE.$5


AXIAL LOAD WITH MOMENT DESIGN TO BS EN 1995-1-1:2004 Members 1-2 (N.1-N.2) @ Level 1

Summary Design Data Design Cases Covered 1.35 D1 + 1.5 L1 Deflection Cases Covered 1.0 L1, 1.0 D1 + 1.0 L1, 1.0 D1 Section Size b = 150, h 200 Regularized Section in Strength Class C24 Section Properties (cm²,cm³,cm) Area 300, Wel.y 1000, Wel.z 750, iy 5.77, iz 4.33 Specification Service class 1 : Internal use in continuously heated building Long Term loading Integrated Design Critical Case 1 Member Details NEd = 0.0 kN, Ly = 5.1 m, Lz = 5.1 m, Lcr.y = 1.0 Ly, Lcr.z = 1.0 Lz Bearing length l 75, Distance to Bearing 150 mm


Axial Load with Moments Check Critical Design Location X = 5.100 σm.y.d = My/Wel.y 9.633 / 1000 ≤ 12.92 9.63 N/mm² OK Um.y = σm.y.d/fm.y.d 9.630/12.923 0.745 OK Um.y 0.745 0.745 OK



Use 150 x 200 C24 Timber Ridge





Consider Support Post 1 MasterSeries PowerPad Calc

Data and Specifications Member Length L=4.0 m, Lex=0.85•L, Ley=0.85•0.5•L Loading Information F= 5 kN, ServiceClass=2 Specifications Medium term, Regularized Section Rectangular, b=75 mm, h=75 mm Strength Class C16 σm= 5.3, σc= 6.8, σt= 3.2, σc.⊥ =1.7, τ= 0.67 N/mm² Table 7 List(K3,K8, σc.adm) K3=1.143, K8=1, σc.adm=7.77 List(Emin, Emean,E,Density) Emin=5800, Emean=8800, E=5800, Density=3.63

Compression Resistance Slenderness λx=100•Lex/rx,λ y=100•Ley/ry λ=Max(λx, λy) Max(156.682,78.34101) 156.682 <=180 OK K12=Annex B(λ,K3•σc,K9•Emin) 156.682, 7.7724, 5800 0.168 Annex B σc.adm=σc.adm•K12 7.77•0.168 1.305 N/mm² σc.a=F/(b•h) 5/(75•75) 0.889 N/mm² Ut=σc.a/σc.adm 0.889/1.305 0.681 <=1 OK

Use 75 x 75 C16 Timber Post

Consider Support Post 2 Compression Members

MasterSeries PowerPad Calc Data and Specifications Member Length L=4 m, Lex=0.85•L, Ley=0.85•0.5•L Loading Information F= 10 kN, ServiceClass=2 Specifications Medium term, Regularized Section Rectangular, b=75 mm, h=100 mm Strength Class C16 σm= 5.3, σc= 6.8, σt= 3.2, σc.⊥ =1.7, τ= 0.67 N/mm² Table 7 List(K3,K8, σc.adm) K3=1.143, K8=1, σc.adm=7.77 List(Emin, Emean,E,Density) Emin=5800, Emean=8800, E=5800, Density=3.63

Compression Resistance Slenderness λx=100•Lex/rx,λ y=100•Ley/ry λ=Max(λx, λy) Max(117.6471,78.34101) 117.647 <=180 OK K12=Annex B(λ,K3•σc,K9•Emin) 117.647, 7.7724, 5800 0.275 Annex B σc.adm=σc.adm•K12 7.77•0.275 2.137 N/mm² σc.a=F/(b•h) 10/(75•100) 1.333 N/mm² Ut=σc.a/σc.adm 1.333/2.137 0.624 <=1 OK

Use 75 x 100 C16 Timber Post





Consider Floor Beam To Void Vertical Load Dead 1.47*2.2=3.234 kN/m Live 0.6*2.2=1.32 Horizontal Load Allow Dead = 3.234*0.5=1.617 kN/m

C:\SIMAS\MASTERSERIES\BD110527\FLOOR BEAM TO VOID.$5


AXIAL LOAD WITH MOMENT DESIGN TO BS EN 1995-1-1:2004 Member 1 (N.1-N.2) @ Level 1

Summary Design Data Design Cases Covered 1.35 D1 + 1.5 L1 Deflection Cases Covered 1.0 L1, 1.0 D1 + 1.0 L1 Section Size b = 120, h 150 Regularized Section in Strength Class C24 Section Properties (cm²,cm³,cm) Area 180, Wel.y 450, Wel.z 360, iy 4.33, iz 3.46 Specification Service class 1 : Internal use in continuously heated building Long Term loading Integrated Design Critical Case 1 Member Details NEd = 0.0 kN, Ly = 2.25 m, Lz = 2.25 m, Lcr.y = 1.0 Ly, Lcr.z = 1.0 Lz Bearing length l 75, Distance to Bearing 150 mm


Axial Load with Moments Check Critical Design Location X = 1.125 σm.y.d = My/Wel.y 4.143 / 450 ≤ 12.92 9.21 N/mm² OK σm.z.d = Mz/Wel.z 1.380 / 360 ≤ 13.51 3.83 N/mm² OK Um.y = σm.y.d/fm.y.d 9.210/12.923 0.713 OK Um.z = σm.z.d/fm.z.d 3.830/13.513 0.283 OK Um.y+km.Um.z 0.713+0.7x0.283 0.911 OK km.Um.y+Um.z 0.7x0.713+0.283 0.782 OK

Shear and Bearing Check Critical Design Location X = 0.000 τa= 1.5 √(Vy.Ed ²+Vz.Ed ²) / Area 1.5 √(7.366²+2.455²) / 180 ≤ 1.35 0.65 N/mm² OK σc⊥ax = Vy.Ed / (b.ly) 7.366 / (120 x 75) ≤ 3.27 0.82 N/mm² OK σc⊥ay = Vz.Ed / (h.lz) 2.455 / (150 x 75) ≤ 3.27 0.22 N/mm² OK


Use 120 x 150 C24 Timber Beam





Consider Timber Beam Load to Timber Beam Wall 2*(0.15+2*(0.2+0.25)=2.1 Total 1.05 kN/m Dead Point load from Ridge 7.613 kN Dead 2.472kN Live

C:\SIMAS\MASTERSERIES\BD110527\TIMBER BEAM.$5



Summary Design Data Design Cases Covered 1.35 D1 + 1.5 L1 Deflection Cases Covered 1.0 L1, 1.0 D1 + 1.0 L1 Section Size b = 175, h 200 Regularized Section in Strength Class C24 Section Properties (cm²,cm³,cm) Area 350, Wel.y 1166.7, Wel.z 1020.8, iy 5.77, iz 5.05 Specification Service class 1 : Internal use in continuously heated building Medium Term loading, 3 pieces of softwood Integrated Design Critical Case 1 Member Details NEd = 0.0 kN, Ly = 3.25 m, Lz = 3.25 m, Lcr.y = 1.0 Ly, Lcr.z = 1.0 Lz Bearing length l 75, Distance to Bearing 150 mm





Use 175 x 200 C24 Timber Beam Made of 3 Pieces of Softwood





Rafters Load To Rafter Roof 0.4*1.47=0.68 0.4*0.5=0.2 Total 0.68 kN/m Dead 0.2 kN/m Live

C:\SIMAS\MASTERSERIES\BD110527\TIMBER BEAM.$5



Summary Design Data Design Cases Covered 1.35 D1 + 1.5 L1 Deflection Cases Covered 1.0 L1, 1.0 D1 + 1.0 L1 Section Size b = 50, h 147 Regularized Section in Strength Class C16 Section Properties (cm²,cm³,cm) Area 73.5, Wel.y 180.1, Wel.z 61.3, iy 4.24, iz 1.44 Specification Service class 1 : Internal use in continuously heated building Medium Term loading Integrated Design Critical Case 1 Member Details NEd = -1.299 kN, Ly = 3.821 m, Lz = 3.821 m, Lcr.y = 1.0 Ly, Lcr.z = 1.0 Lz Bearing length l 75, Distance to Bearing 150 mm

Grade and Admissible Stresses (Strength Class C16) fm.y.d = Kmod.Khy.fm.k/γm 0.80 x 1.00 x 16.00/1.3 9.89 N/mm² fm.z.d = Kmod.Khz.fm.k/γm 0.80 x 1.25 x 16.00/1.3 12.27 N/mm² ft.0.d = Kmod.Kh.ft.0.k/γm 0.80 x 1.00 x 10.00/1.3 6.18 N/mm² fc.90.d = Kmod.Kc.90.fc.90.k/γm 0.80 x 2.42 x 2.20/1.3 3.28 N/mm² fv.d = Kmod.fv.k/γm 0.80 x 1.80/1.3 1.11 N/mm² Emean Instantaneous Deflection 8000 N/mm² Deflection

Tensile Resistance σt.a = NEd/Area 1.299 / 73.5 ≤ 6.18 0.18 N/mm² OK

Axial Load with Moments Check Critical Design Location X = 1.872 σm.y.d = My/Wel.y 1.148 / 180.08 ≤ 9.89 6.38 N/mm² OK Ut= σc.0.d/ft.0.d 0.177/6.179 0.029 OK Um.y = σm.y.d/fm.y.d 6.380/9.886 0.645 OK Ut+Um.y 0.029+0.645 0.674 OK

Shear and Bearing Check Critical Design Location X = 0.000 τa= 1.5 Vy.Ed / Area 1.5 x 1.206 / 73.5 ≤ 1.11 0.25 N/mm² OK σc⊥ax = Vy.Ed / (b.ly) 1.206 / (50 x 75) ≤ 3.28 0.32 N/mm² OK


Use 50x147 C16 Timber Rafters





Floor Joists Load To Joists Floor 0.4*0.5=0.2 0.4*1.5=0.6 Total 0.2 kN/m Dead 0.6 kN/m Live

C:\SIMAS\MASTERSERIES\BD110527\FLOOR JOISTS.$5



Summary Design Data Design Cases Covered 1.35 D1 + 1.5 L1 Deflection Cases Covered 1.0 L1, 1.0 D1 + 1.0 L1 Section Size b = 75, h 125 Regularized Section in Strength Class C24 Section Properties (cm²,cm³,cm) Area 93.8, Wel.y 195.3, Wel.z 117.2, iy 3.61, iz 2.17 Specification Service class 1 : Internal use in continuously heated building Long Term loading Integrated Design Critical Case 1 Member Details NEd = 0.0 kN, Ly = 3.25 m, Lz = 3.25 m, Lcr.y = 1.0 Ly, Lcr.z = 1.0 Lz Bearing length l 75, Distance to Bearing 150 mm



Shear and Bearing Check Critical Design Location X = 0.000 τa= 1.5 Vy.Ed / Area 1.5 x 2.024 / 93.75 ≤ 1.35 0.32 N/mm² OK σc⊥ax = Vy.Ed / (b.ly) 2.024 / (75 x 75) ≤ 3.19 0.36 N/mm² OK


Use 75x125 C24 c400 Timer Floor Joist





Connection: Floor Joists

Concrete Lintel

calculations prepared by jms consulting engineers ltd ... · calculations prepared by jms...

Documents