Notes

2.1. Calculations  Length of 1 leaf of the bridge = 35.2 m; which would fit one and half coaches of train per leaf.  We have considered maximum loading condition per leaf of the bridge, which would correspond to one engine and half a passenger coach of a train per leaf of the bridge.  Weight of 1 engine coach = 112.8 tonnes  Weight of 1 fully loaded passenger coach of a train = 49 tonnes  Therefore, weight of half a passenger coach of a train = 24.5 tonnes  Weight acting on one leaf of the bridge = (112.8 + 24.5) = 137.3 tonnes  The area of the base of the cage structure of one leaf of the bridge = 69.965 m² (Area considered in all three conditions) Note: The entire load would act on this base of the leaf.  Pressure = Force / Area = (Mass x Acceleration due to gravity) / Area  Acceleration due to gravity = 9.81 m/s² Condition 1 Pressure acting on one leaf due to the weight of 1.5 coaches of a train. Mass of 1.5 coaches of a train as calculated (M1) = 137.3 tonnes Therefore, (P1) = (137.3 x 1000 x 9.81) / 69.965 (P1) = 19251.24 N/m² Condition 2 Pressure acting on one leaf due to self-weight of the bridge. Self-weight of one leaf of the bridge (stainless steel material) (Found using SolidWorks analysis) (m1)= 410.41 tonnes Self-weight of one leaf of the bridge (structural steel) = m1 x (density of structural steel / density of stainless steel) = 410.41 x (7850 / 7750) = 415.7 tonnes  Self-weight of one leaf of the actual Pamban Bridge = 415 tonnes [*] o CASE 1: STAINLESS STEEL Pressure acting due to self-weight on one leaf of the bridge (P2)= (410.41 x 1000 x 9.81) / 69.965 (P2)= 57544.802 N/m² o CASE 2: STRUCTURAL STEEL Pressure acting due to self-weight on one leaf of the bridge (P3) = (415.7 x 1000x 9.81) / 69.965 (P3) = 58286.529 N/m² Condition 3 Pressure acting on the leaf at 0 degrees o CASE 1: STAINLESS STEEL P = P1 + P2 P = 19,251.24 + 57,544.802
Design and Analysis of a Bascule Bridge using Finite Element Method http://www.iaeme.com/IJMET/index.asp 432 [email protected] Total Deformation (m)Equivalent elastic strain (m/m)Equivalent elastic stress (Pa)Total Deformation (m)Equivalent elastic strain (m/m)Equivalent elastic stress (Pa)Minimum 0. m 1.8909e-012 m/m 9.3834e-002 Pa 0. m 2.1257e-012 m/m 0.10694 PaMinimum occurs on Support system Rack Rack Support system Rack RackMaximum 6.8158e-002 m 1.166e-003 m/m 2.2503e+008 Pa 6.6984e-002 m 1.1643e-003 m/m 2.3285e+008 PaMaximum occurs onCage structure of the bridge Rack Rack Cage structure of the bridge Rack RackMinimum 0. m 3.4765e-012 m/m 0.23363 Pa 0. m 7.2733e-012 m/m 1.1444 PaMinimum occurs on Support system Rack Rack Support system Rack RackMaximum 2.5726e-002 m 4.3491e-004 m/m 8.1337e+007 Pa 2.4844e-002 m 3.971e-004 m/m 7.9137e +007 PaMaximum occurs onCage structure of the bridgeCage structure of the bridgeCage structure of the bridgeCage structure of bridgeCage structure of bridgeCage structure of bridgeMinimum 0. m 5.7276e-013 m/m 4.2538e-002 Pa 0. m 8.3303e-013 m/m 4.4185e-002 PaMinimum occurs on Support system Rack Rack Support system Rack RackMaximum 2.2824e-002 m 4.6635e-004 m/m 8.6377e+007 Pa 2.2014e-002 m 4.5239e-004 m/m 8.6816e+007 PaMaximum occurs onCage structure of bridgeCage structure of bridgeCage structure of bridgeCage structure of the bridgeCage structure of the bridgeCage structure of the bridgeANGLESSTAINLESS STEEL STRUCTURAL STEEL0º13.5º27ºP = 76,796.042 N/m² o CASE 2: STRUCTURAL STEEL P = P1 + P3 P = 19,251.24 + 58286.529 P = 77,537.769 N/m² NOTE: For conditions other than 0 degrees for the bridge, only the self-weight of the materials are applicable