1、For Keppel FELS Engineering Shenzhen Co. Ltd Training OnlyPrepareed by Reaginb0c3294c2880839db7a2f46983777834.xls - Concentrated LoadPage 1 of 2 2018/11/7 12:22Simple Beam - (5)Concentrated Load At Any Point(Basing on American Institute Of Steel Construction)1 Input data:Concentrated Load: P = 0.85
2、tonSpan: l = 5.00 cmPoints location: a = 0.00 cmPoints location: b = 5.00 cmMoment of inertia for “Y“ axis: I y = 1.14 cm4Section Modulus for “Y“ axis: W y = 3.27 cm3Shearing Area for “Z“ axis: A zz = 28.00 cm2Modulus of Elasticity of steel: E = 2141.10 t/cm2Yield Strength of steel: s = 2.35 t/cm22
3、Output data:1) Reactions:Reaction for “Z“ axis: R = P = 0.85 ton2) Shearing Stress Check:Max. Shearing Force for “Z“ axis: F SF = P = 0.85 tonShearing Stress for “Z“ axis: t z = FSF / A zz = 0.03 ton /cm2 0.4 s = 0.94 t/cm2Unity Check: UC = tz / 0.4 s = = 0.03 Okay!3) Bending Stress Check:Max. Bendi
4、ng Moment Force for “Z“ axis: M MAX = P*b = 4.25 ton*cmBending Stress for “Z“ axis: s b = M MAX / W y = 1.30 ton /cm2 0.6 s = 1.41 t/cm2Unity Check: UC = sb / 0.6 s = = 0.92 Okay!4) Combined Stress Check:Combined Stress for “Z“ axis: s c = ( s 2b + 3 * t 2 ) 1/2 = 1.30 ton /cm2 0.6 s = 1.41 t/cm2Uni
5、ty Check: UC = sc / 0.6 s = = 0.92 Okay!5) Deflection Check:Max. Deflection for “Z“ axis: d z = P * b2 * ( 3 * l - b ) / ( 6 * E * I )= 0.01 cm l / 200 = 0.03 cm x = free end = 0.00 cm Okay!3 Conclusion:So the designed structures stength is enough for designed loading!For Keppel FELS shenzhen Co. Lt
6、d Training OnlyPrepared by Reaginb0c3294c2880839db7a2f46983777834.xls - Section Modulus Page 2 of 2 2018/11/7 12:22Section Modulus CalculationBeam Name: L21 Input data:Width of effective flange：lT = 0.00 cmThk. of effective flange：tT = 0.00 cmHeight of web plate: lW = 0.70 cmThk. of web plate: tW =
7、40.00 cmDist. of hole center： hH = 0.00 cmDepth of hole：lH = 0.00 cmWidth of face plate: lB = 0.00 cmThick. of face plate：tB= 0.00 cm2 Output data:1) Total Area: A = lT*tT +（lW*tW - lH*tW）+ lB*tB = 28.00 cm22) Distance from Neutral Axis to top:z = lW*tW*(tT+lW)/2 - lH*hH*(tT/2+hH) / A = 0.35 cm3) Mo
8、ment of inertia for “Y“ axis:Iyy = lT*tT*z2 + tW*lW3/12 + lW*tW*(tT+lW)/2-z)2 - tW*lH3/12 - lH*tW*(tT/2+hH-z)2 + lB*tB*(tT/2+lW+tB/2-z)2 =1.14 cm44) Moment of inertia for “Z“ axis:Izz = tT*lT3/12 + (lW - lH)*tW3/12 + tB*lB3/12 = 3733.33 cm45) Moment of inertia for “X“ axis:J = lT*tT3/3 + (lW-lH)*tW3
9、/3 + lB*tB3/3 = 14933.33 cm46) Height from Top to neutral axis: yT = z + tT/2 = 0.35 cmHeight from Bottom to neutral axis: yB = tT/2 + tB + lW - z = 0.35 cmSection Modulus for “Y“ axis: SMB = Iyy / Max(yB, yT) = 3.27 cm37) Height from Side to Center Line: ZS = Max (lT, lB) / 2 = 0.00 cmSection Modulus for “Z“ axis: SMZ = Izz / ZS = #DIV/0! cm38) Z axis Sheared area: AZZ = tW*(lW + tT + tB - lH) = 28.00 cm29) Y axis Sheared area: AYY = lT*tT + lB*tB = 0.00 cm2
