搜索
钢种力学性能Q345C弹性模量E（MPa）206000剪切模量G（MPa）79000泊松比γ0.31拉压弯容许应力[σ]（MPa）275（≤16mm）拉压弯容许应力[σ]（MPa）270（＞16mm，＜40mm）剪切容许应力[τ]（MPa）160屈服强度σs（MPa）345线膨胀系数（1/℃）0.000012(只对简支梁有效)顶板考虑剪力滞有效宽度bil120104200021545420003154542000415454200051545420006201042000求和10200底板bil1154542000215454200031545420004154542000求和6180钢桥规5.1.8bi/lbeibe/b0.04820100.03715450.03715450.03715450.03715450.0482010102001.000bi/lbeibe/b0.03715450.03715450.03715450.037154561801.000hs(mm)ts20020Evab2.06E+110.31300030902.06E+110.3130003090trtfh'闭口肋几何尺寸验算818247节点fcdfdRvtw40355270261848020支承加劲肋验算413552703232663204235527026186212043355270323345220钢桥规5.3.2梁高h腹板之间宽boL11962309042000受弯构件整体稳定性计算fyWy,effWz,effMcr,yMcr,z3454.32847E+1143284700008.23E+143.2E+11钢桥规5.1.5开口肋宽厚比钢桥规5.1.6受压顶板刚度验算（规范第5.1.6条）闭口加劲肋几何尺寸验算(mm)(规范第8.2.3条)钢桥规8.2.3支承加劲肋验算（规范第5.3.4条）钢桥规5.3.4是否需计算梁的整体稳定性否fy(MPa)是否满足hs(mm)tsfy(MPa)是否满足345OK20020345OKtnle(形心板距)IyyAs,lnAs,l*y^2IlIt185167.210298818447365933.3358686165891821.2247736557.202061001333333340007111069796.7124403129.7a是否满足300OKtftbnsbsB加劲肋单侧宽加劲肋厚度tAsBeb0032008002351622560800003200800235162256080000320080023516225608000032008002351622560800屈曲曲线类型(1,2,3,4)α相对长细比λLT,y相对长细比λLT,zχLT,yχLT,zγ0MyMz40.80.42602.16020.8246844130.25461.13.5E+131.5E+10球扁钢受压顶板刚度验算（规范第5.1.6条）闭口加劲肋几何尺寸验算(mm)(规范第8.2.3条)支承加劲肋验算（规范第5.3.4条）是否需计算梁的整体稳定性否hs(mm)tsbsfy(MPa)是否满足2478240345OKαδlDγlγtα0γl*是否满足0.9708740.1066761.1076E+14149.113105.47063936.47294OK0.9708740.0647251.51934E+1454.58644.42414637.81144OKBev12是否满足88074.6973143.4426295OK88092.21808177.0881125OK88074.70133143.4503536OK88092.24059177.1313347OKβm，yβm，zMRd,yMRd,z是否满足111.49332E+141.49E+12OK闭口肋受压顶板刚度验算（规范第5.1.6条）支承加劲肋验算（规范第5.3.4条）σxτfdfvdγ0129.8812.652751601.10.53腹板弯剪组合验算腹板最小厚度验算τfvdηhwηhw/240tw≥ηhw/31046.381600.8519626.956.955.38atwhwtzhzξl1500.0020.001962.0020.00200.001.26腹板纵向加劲肋验算hwtw3hwtw3thhhIt腹板横向加劲肋验算1962204708800022519627449468750a/hwσtwτhwa5.3.3.2-b129.8810.0012.651962.001500.000.36式5.3.3-2010.0046.381962.001500.000.65钢桥规5.3.1-4组合应力钢桥规5.3.3-3腹板横肋腹板横肋间距钢桥规5.3.3-3两道纵向加劲肋钢桥规5.3.3Q345一道纵向加劲肋腹板纵肋钢桥规5.3.3-4判断满足tw≥5.38IlIz判断19779479.8453333333.33满足判断满足两道纵向加劲肋横隔间距LD顶板厚顶板宽Bu顶板翼缘b1顶板开口肋面积顶板闭口肋面积开口肋数闭口肋数顶板面积Fu顶板惯性矩Ifu底板厚底板宽Bl底板翼缘b23000183100190040005933171013334.5E+1020310013底板开口肋面积开口肋数底板面积Fl底板惯性矩Ifl腹板厚腹板高腹板面积Fhefα1α240006860005E+10201962392404.9E+144.4E+1416005791440521腹板长度H扇性惯矩IdwEGActDK20EIdw/(Ld）319621.6505E+182.06E+117.9E+106082200122.3E+193E+20注：对于斜腹板需要手动计算Ac疲劳模型1距伸缩缝距离D△φksγftγMfσmaxσminτmax0.50.275111.350.70抗疲劳验算疲劳模型2距伸缩缝距离D△φksγftσmaxσminτmaxτmin50.0511钢桥规5.5注：单位mmτmin△σd（MPa）△τd（MPa）△σp△τpks△σd/γMfks△τd/γMf14410.89250106.66666670.740740741计算长度l跨中1，支座2γ1γ2γ3γ4γ△σe2△τe2△σc（MPa）4200012.23111200144△τc（MPa）ks△σc/γMfks△τc/γMf1106.66666670.740740741