Example of Structural Beam Calculations
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This document summarizes the structural analysis and design of timber joists for a residential building project. It calculates loads on the joists, analyzes the shear and bending stresses, checks deflection, and determines that the joists are adequate to support the expected loads. Key values calculated include a maximum shear of 1.94 kN, maximum bending moment of 2.28 kN.m, and actual deflection of 12.55 mm which is less than the permissible deflection of 13.06 mm. The analysis found the joists to have adequate shear and bending strength and deflection within acceptable limits.
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Design of Football Stadium - Design Project for Civil Engineers
Design of Football Stadium - Design Project for Civil Engineers
Design of Various Types of Industrial Buildings and Their Comparison
Design of Various Types of Industrial Buildings and Their Comparison
Design and Drawing of Reinforced concrete structures
Design and Drawing of Reinforced concrete structures
Example of Structural Beam Calculations
- 1. Project Made by Date Job No Client Ian Lumby 16-3-16 7302 Checked Revision Page No DB - 6.1 Timber Class C16 200 Average spacing = 260 mm 4.7 m 70 Loading Characteristic load load factor Ultimate load Dead 22 mm chipboard flooring 0.15 1.35 0.21 Ceiling and services 0.15 1.35 0.20 Live load Domestic 1.50 1.5 2.25 Sub total 1.80 2.66 kN/m2 Joists self weight 0.10 1.35 0.13 kN/m UDL on joists w'= 0.57 w= 0.82 kN/m Joists properties Breadth b = 70 70 mm Depth d = 200 200 mm Cross sectional area A =bd= 14000 14000 mm2 Section modulous W =bd²/6= 466667 466667 mm3 Second moment of area Ixx =bd³/12= 46666667 46666667 mm4 Length of beam L= 4.70 4.70 m Partial factor γM= 1.30 1.30 EU5 Table 2.3 Modification factor kmod= 0.6 EU5 Table 3.1 Shear force End reactions RA = RB =wL/2= 1.94 kN Maximum shear Vd=R= 1.94 kN Characteristic shear strength fvk= 1.80 N/mm2 Design shear strength fvd=kmod×fvk/γM= 0.83 N/mm2 EU5 (2.14) Design shear stress td= 0.14 N/mm2 Shear stress to strength ratio td/fvk= 0.17 <1 OK Bending moment Maximum bending moment M d=wL²/8= 2.28 kN.m Maximum stress caused by bending sm,d=Md/W= 4.88 N/mm2 Characteristic bending strength fm,k= 16.00 N/mm2 Design bending strength fm,d=kmod×fm,k/γM= 7.38 N/mm2 EU5 (2.14) Bending stress to strength ratio sm,d/fm,d= 0.66 <1 OK Deflection Mean value of modulus of elasticity Emean= 8000.00 N/mm2 Modulous of elasticity Ed=Emean/γM= 6153.85 N/mm2 EU5 (2.15) Deflection factor p= 360 Actual deflection u =5w'L4 /384EI= 12.55 mm Permissible deflection u' =L/p= 13.06 Actual to permissible deflection ratio u/u'= 0.96 <1 OK Rafters ARE OK Barratt Associates Berthlwyd,Llanarth,Ceredigion.SA470PF Tel: 01545580700 Description Email: barratt.associates@yahoo.co.uk