Proposed first Project Project No.: 10-0001

Address of your project Designed: HS

Architect: None Date: 24 Aug 15

Steel Roof Beam V4.03 Demo User

Member: (Roof Beam RB01) 150 x 100 x 5.0 RHS (G350) - No flybracing

Bending: M.dn*(max) = 13.1kNm < øMb(1300,αm=1.00) = 36.2kNm OK (0.36)

M.up*(max) = 5.8kNm < øMb(5890,αm=1.17) = 36.2kNm OK (0.16)

Deflection: δdl = L/402 (15mm), δll = L/559 (11mm), δwl = L/311 (19mm) OK

Precamber: Not recommended

Reactions: (Each end) Rdl = 3.9kN, Rll = 2.8kN, Rwl* = -7.4kN, R.dn* = 8.9kN, R.up* = 3.9kN

Geometry

Span (L) = 5890 mm Top flange restraint/purlin cts (Le) = 1300 mm (Top flange)

Centres (cts) = 3800 mm Top start of Segment = 0 αm = 1.00

Top end of Segment = 5890 αm = 1.13

Design at = M mm from LHS, (M)ax, (S)eg Calc. αm = 1.17 Top (Le) = 1300

Bottom start of segment = 0 mm from LHS Flybraces / Leb = 0 (> 500 for seg. length)

Bottom end of segment = 5890 mm from LHS Bottom (Leb) = 5890 mm

keb = 1.00 Calc. αmb = 1.17

Loadings αmb = 1.00

Roof area (A) = 22.4 m² Apply wind reduction = Y (Y)es,(N)o

LL = 1.8/A+0.12 ≥ 0.25 = 0.25 kPa AS 1170.1 T3.2 Roof reduction (ka) = 0.92 AS 1170.2 Table 5.4

Ratio Ws/Wu = 0.68 (Refer wind analysis)

Uniform dead loads

Roof dead load (wdl) = 0.30 kPa * 3800 mm + kN/m = 1.14 kN/m

Other dead load (wdl) = kPa * 3800 mm + kN/m = 0.00 kN/m

Down only load (wdl) = kPa * mm + kN/m = 0.00 kN/m

Include S.Wt = Y (Y)es,(N)o S.Wt = 0.18 kN/m

Σwdl.up = 1.32 kN/m Σwdl = 1.32 kN/m

Uniform live loads

Roof live load (wll) = 0.25 kPa * 3800 mm + kN/m = 0.95 kN/m

Other live load (wll) = kPa * 3800 mm + kN/m = 0.00 kN/m

Alternate point live load = 1.40 kN Distr. to 1 members Σwll = 0.95 kN/m

Uniform wind loads

Ult. wind load (Wu) = 0.84 kPa * 3800 mm

Cp,e = 0.75 Cp,i = 0.1 w.wl* = -2.52 kN/m (up)

Point loads

Dead load (pdl) = kN

Live load (pll) = kN Position = 2945 mm from LHS

Wind load (pwl*) = kN

w* = 1.2*wdl + 1.5*wll = 3.01 kN/m Rdl = 3.9 kN

p* = 1.2*pdl + 1.5*pll = 0.00 kN Rll = 2.80 kN

w.up* = 0.9*wdl.up + wwl* = 1.33 kN/m (up) Rwl* = -7.4 kN

p.up* = 0.9*pdl + pwl* = 0.00 kN (up) R.dn* = 8.9 kN

M* = 13.1 kNm (Max at 2945mm) R.up* = 3.9 kN

M.up* = 5.8 kNm (Max at 2945mm)

Capacity

Description = 150 x 100 x 5.0 RHS (G350) Warping constant (Iw) = 0 x10⁹ mm⁶

Flange yield (fyf) = 350 MPa Torsional constant (J) = 8120 x10³ mm⁴

Web yield (fyw) = 350 MPa Effective section mod. (Zex) = 115 x10³ mm³

Area (Ag) = 2310 mm² Effective section mod. (Zey) = 83.6 x10³ mm³

Stiffness (Ix) = 7.07 x10⁶ mm⁴ Elastic modulus (E) = 200000 MPa - Cl 1.4

ø = 0.9 Table 3.4 Shear modulus (G) = 80000 MPa - Cl 1.4

Msx = min(fyf,fyw)*Zex = 40.3 kNm - Cl 5.2.1 øMsx = 36.2 kNm øMsy = 26.3 kNm

Down: Moa = 1695.8 kNm αs = 1.000 αm = 1.00 øMbx.d = 36.2 kNm

Uplift: Moa = 374.3 kNm αsb = 0.977 αmb = 1.17 øMbx.u = 36.2 kNm

Deflections

Ireq'd DL (L/250) = 4.4 x10⁶ mm⁴ δDL = 14.6 mm Span / 402

Ireq'd LL (L/240) = 3.0 x10⁶ mm⁴ δLL = 10.5 mm Span / 559

Ireq'd WLs (L/250) = 5.7 x10⁶ mm⁴ < Critical δWLs = 19.0 mm Span / 311

Max. precamber (0.3%*span) = 0 mm Min. precamber = 15 mm

Precamber 80% of δDL = 12 mm Adopted precamber = 0 mm

Created at 5:14 PM on Monday, 24 August 2015 by Structural Toolkit, © Anthony Furr Software (Page 1 of 1)