Loads on Truss_2022.pptx
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This document provides load calculations for a truss structure located in Hyderabad with a 50 year design life. Key details include a 15m span, 3.5m spacing, and 10m height at the eaves. Load calculations are provided for dead loads of the corrugated steel roof and truss self-weight, live loads per Indian standards, and wind loads accounting for Hyderabad's basic wind speed of 44m/s. The summary load per panel point is 17.57kN for dead loads, 2.99kN for live loads, and 11.02kN for wind loads, which will be used for structural design of the truss.
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- 2. Problem Statement •Location:-Hyderabad •Life Span:-50 Years •Permeability:-Normal •Spacing:-3.5m •Span of truss:- 15m •Central Rise:- 3m •Height of truss at eves level:-10m •Fy:-250MPa •Corrugated G.I. Sheets (Self wt. 131 N/m2) •Spacing of purlin: - 1.35m
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- 4. Plan Area AP = 15 x 3.5 = 52.5m2 Inclined area Ai = 2 x [8.08 x 3.5] = 56.56m2 α = tan-1(3/7.5) = 21.8˚ cosα = 0.928 sinα = 0.371 Total No. of Panels = Six
- 5. 1. Dead load calculations 1.Wt. of GI Sheet = 131 x 16.2 x 3.5 = 7427.7 ~ 7428 N Self wt of Purlin Assumed = 100 N/m Self wt. of truss w= {(L/3) + 5} x 10 = {(15/3) +5} x10 = 100 N/m2 Total self weight of truss = 100 x 15 x 3.5 = 5250 N Assumption: G.I Sheets : 100-150 N/mm2 A.C Sheets : 170- 200 N/mm2
- 6. 2. Live load Calculations (IS: 875 Part II) 2. Live load Calculations (IS: 875 Part II) LL= 750-20(α -10) = 750-20(21.8-10) = 514.00 N/m2. Total LL = 15 x 3.5x 514 = 26985 N LL per panel = [ (2/3) x 26985 ] / 6 = 2998 N
- 7. 3. Wind load calculations For Hyderabad, Basic Wind Speed=VB=44m/s. Vz=k1 x k2 x k3 x k4 x VB ……Cl. 6.3 (IS 875-3) k1 = Risk Coefficient=1 (For 50 Years of life of structure) k2 = Terrain, Height of Structure size factor = For Terrain Cat. 2 Ht. up to 10m, L= 15m < 20 k2 = 1 k3 = Topography factor assuming level ground k3 = 1 K4 = 1 (Importance factor) Vd = Vz = 1x1x1x1x44 = 44 m/s Basic Wind Pressure = 0.6 Vz 2 pz = 0.6 x 442 pz = 1161.6 N/m2 Say pz = 1170 N/m2 = 1.17 kN/ m2
- 10. Calculation for… Internal Wind Pressure= Cpi External Wind Pressure= Cpe
- 12. θ = 0 Wind to Ridge θ = 90 Wind Parallel to Ridge Roof Angle (α) (EF) (GH) (EG) (FH) 20 -0.7 -0.5 -0.8 -0.6 21.8 -0.61 -0.5 -0.8 -0.63 30 -0.2 -0.5 -0.8 -0.8 Internal Wind Pressure= Cpi = ±0.2 p (For Normal Permeability) External Wind Pressure= Cpe w = 15 m h = 10 m h/w = 10/15 h/w = 0.66 h/w = 1.5 > 0.66 > 0.5 (Table no 5, Page no 16 IS 875-3)
- 14. Case 2: Wind normal to Ridge For θ=0; Wind Normal to Ridge Case (1) Wind on windward rafter Cpe-Cpi = -0.61 + 0.2 = -0.41 Wind on leeward rafter Cpe-Cpi = -0.5 + 0.2 = -0.3 Case (2) Wind on windward rafter Cpe-Cpi = -0.61 – 0.2 = -0.81 Wind on leeward rafter Cpe-Cpi = -0.5 – 0.2 = -0.7
- 15. Case (4) Wind Parallel to ridge Wind Parallel to Ridge Case (3) Cpe-Cpi = -0.8 + 0.2 = -0.6 Case (4) Cpe-Cpi = -0.8 - 0.2 = -1.0 Among 4 cases, Case (4) gives severe effect Wpe= (Cpe - Cpi) x Design wind pressure = -1 x 1170 = 1170 N/m2 (Away from Rafter) Wind load = 1170 x 56.56 = 66.175 kN
- 16. Summary (Loads per panel point) 1. D.L = 7428+4900+5250 =17.57kN Per Panel= 17.57 / 6 = 2.92 kN 2. L.L = 17990 / 6 = 2.99 kN 3. W.L= 66.175/6 = 11.02 kN