剖面模数计算方法

P184-H100-707rB.xlsPage 1Allowable stress to ABS MODU 2001, part 3, charpter 2, section 1, item 3.3F=Fy/F.S., whereFy = 235 N/mm2 , or 34 ksiF.S. = 1.67 for axial or bending stress 2.50 for shear stressHence, F = 140.7 N/mm2 , or 20.4 ksi for axial or bending stress 94.0 N/mm2 , or 13.6 ksi for shear stress1. Bulkhead1.1 Wind pressurep = f Vk2.ch.cs N/m2wheref = 0.611Vk = 100 knots = 51.44 m/scs = 1.0ch = 1.1hence p = 1778.4 N/m2or 37.13 lbf/ft21.2 Bulkhead platingPlate panel maximum size (mm)4070 by 690Plate thickness, t (mm)8Bulkhead load to wind pressure p = 1778.4 N/m2or 37.13 lbf/ft2Stress due to lateral perpendicular load:σ = kpb2/t2 wherek = 0.741 for panel size ratio of 5.9 (4070/690)p =37.13 lbf/ft2, or0.26 lbf/in2b =690 mmt =8 mmHenceσ =1421 lbf/in2, or1.42 ksi OK1.3 Horizontal Stiffener of bulkhead1.3.1 Combined beam section modu lu s (BF + attaching plate)thk(cm)plt width/sect dep(cm)sectionarea(cm2)ctr.dist. toplt top(cm)d(cm)I0 (cm4)mom. ofinert.(cm4) SM(cm3)att plt0.86148.80.42.6482.1section-1520.9410.84484.01601.5Combined69.743.52083.617010.4in3P184-H100-707rB.xlsPage 21.3.2 Bending moment & reaction forceBulkhead load due to wind pressure p = 1778.4 N/m2or 37.13 lbf/ft2Distributed load along the beam length, q = 0.69*p =1227.1 N/mBMmax = qL2/8whereL =4.07 mHence,BMmax =2540.8 N.mRFmax =qL/2 =2497.1 N1.3.3 StressesBending stress at mid-span,σ = BMmax/SM =14.96 N/mm2, or2.2 ksi OKShear stress at support,τ = RFmax/ABF =1.19 N/mm2, or0.2 ksi OK1.4 Vertical girder of bu lkhead1.4.1 Combined beam section modu lu s (T + attaching plate)thk(cm)width(cm)sectionarea(cm2)ctr.dist. toplt top(cm)d(cm)I0 (cm4)mom. ofinert.(cm4) SM(cm3)top flg1.215180.62.24789.7web1303016.22250.02265.1btm flg1.4152131.93.44723.0Combined6916.91177...