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1、40米跨径现浇箱梁贝雷梁支撑体系详细计算书全套计算依据：L建筑结构荷载规范GB50009-20122、钢结构设计标准GB50017-20173、混凝土结构设计规范GB50010-2010一、基本参数门洞支撑搭设方式横向转换梁+纵梁+横向承重梁门洞立柱高H(m)12是否考虑结构截面沿纵向变化是门洞支撑结构纵向计算截面分区数n31、门洞立柱定位参数门洞立柱横向定位参数:序号门洞立柱横向从上往下依次间距B(m)1222324252门洞立柱纵向定位参数：序号门洞立柱纵向从左往右依次间距L(m)1 212 .门洞纵梁定位参数序号门洞纵梁从上往下依次间距S(m)1 1.82 1.83 1.84 1.85
2、1.86 1.83、横向转换梁定位参数横向转换梁纵向间距a(i)(m)横向转换梁纵向排数r)区块10.66区块20.916区块30.66二、荷载参数1、均布荷载定位及大小均布面荷载标准值(kNm2)均布面荷载设计值(kNm2)区块14550区块22025区块34550三、横向转换梁计算横向转换梁在门洞横向上端悬挑长度al(m)0.8横向转换梁在门洞横向下端悬挑长度a2(m)0.8横向转换梁材质及类型槽钢截面类型12号槽钢抗弯强度设计值f(Nmm2)205抗剪强度设计值(Nmm2)125弹性模量E(Nmm2)206000截面抵抗矩W(cm3)57.71/250截面惯性矩I(cm4)346允许挠度
3、M自重线荷载标准值(kNm)0.1211、区块1横向转换梁计算均布线荷载标准值q=0.121450.6=27.121kNm均布荷载设计值q=l350.121+500.6=30.163kNm计算简图D抗弯验算横向转换梁弯矩图(kNm)=MmaxW=9.65210657700=167.282Nmm2f=205Nmm2满足要求！2)抗剪验算横向转换梁剪力图(kN)Vma=28.21kNmax=Vmax(8Iz)bhO2-(b-)h2=28.211000531202-(53-5.5)1022(834600005.5)=49.848Nmm2=125Nmm2满足要求！3)挠度验算横向转换梁变形图(mm)跨
4、中:vmax=1.114mmv=1800/250=7.2mm悬拟B端：vmax=2.738mmv=8002250=6.4mm满足要求！4)支座反力计算正常使用极限状态Rl=47.062kNK2=47.601kNR3=49.166kNR4=48.644kN,R5=49.166kN,R6=47.601kN,R,7=47.062kN承载能力极限状态Rl=52.341kN,R2=52.94kN,R3=54.68kN,R4=54.1kN,R5=54.68kN,R6=52.94kN,R7=52.341kN2 .区块2横向转换梁计算均布线荷载标准值q=0.121+200.9=18.121kNm均布荷载设计值
5、q=L35O.121+25x0.9=22.663kNm计算简图如下：D强度、挠度验算如下：项次抗弯强度验算抗剪强度验算挠度变形验算验算值=125.687Nmm2max=37.453Nmm2跨中：vma=0.745mm悬挑端：vmax=1.83mm允许值f=205Nmm2=125Nmm2跨中：v=1800250=7.2mm悬挑端：v=8002250=6.4mm结论符合要求！符合要求！符合要求！2）支座反力计算R,l=31.445kNzR,2=31.805kNR3=32.85kN,R4=32.502kN,R,5=32.85kN,R,6=31.805kN,R7=31.445kN承载能力极限状态Rl=
6、39.326kN,R2=39.776kN,R3=41.084kN,R4=40.648kN,R5=41.084kN,R6=39.776kN,R7=39.326kN3 .区块3横向转换梁计算均布线荷载标准值q=0.121+450.6=27.121kNm均布荷载设计值q=L350.121+5006=30.163kNm计算简图如下：D强度、挠度验算如下：项次抗弯强度验算抗剪强度验算挠度变形验算验算值=167.282Nmm2max=49.848Nmm2跨中：vma=l.114mm悬挑端：vmax=2.738mm允许值f=205Nmm2=125Nmm2跨中：v=1800250=7.2mm悬挑端：v=800
7、2250=6.4mm结论符合要求！符合要求！符合要求！2）支座反力计算正常使用极限状态Rl=47.062kNK2=47.601kNR3=49.166kNR4=48.644kN,R5=49.166kN,R6=47.601kN,R,7=47.062kN承载能力极限状态Rl=52.341kN,R2=52.94kN,R3=54.68kN,R4=54.1kN,R5=54.68kN,R6=52.94kN,R7=52.341kN四、纵梁计算纵梁左端的悬挑长度bl(m)0.3纵梁右端的悬挑长度b2(m)0.4纵向最左侧横向转换梁距纵梁左端的距离la(m)0.3是否为加强贝雷梁是梁片组合形式三排单层贝雷梁容许弯
8、矩M(kN.m)4809.4贝雷梁容许剪力V(kN)698.9贝雷梁自重线荷载标准值(kNm)0.331、纵梁Lbl计算区块1范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块2范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块3范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm纵梁所受集中荷载标准值依次为：Fl=47.062kN,F2=47.062kN,F3=47.062kN,F4=47.062kN,F5=
9、47.062kN,F6=47.062kNF,7=31.445kNF8=31.445kNF9=31.445kN10=31.445kN,Fll=31.445kN,F12=31.445kN,F13=31.445kN,F14=31.445kN尸15=31.445kN尸16=31.445kN尸17=31.445kN,F18=31.445kN,F19=31.445kN,F20=31.445kN,F21=31.445kN,F22=31.445kNF23=47.062kN,F24=47.062kN,F25=47.062kN,F26=47.062kN,F27=47.062kNzF/28=47.062kN纵梁所受
10、集中荷载设计值依次为：Fl=52.341kNzF2=52.341kNzF3=52.341kN,F4=52.341kN,F5=52.341kNzF6=52.341kNF7=39.326kNzF8=39.326kNzF9=39.326kN,F10=39.326kN,Fll=39.326kNzF12=39.326kNzF13=39.326kNzF14=39.326kN,F15=39.326kNzF16=39.326kNzF17=39.326kNzF18=39.326kN,F19=39.326kN,F20=39.326kN,F21=39.326kN,F22=39.326kNF23=52.341kNzF
11、24=52.341kNzF25=52.341kNzF26=52.341kN,F27=52.341kNzF28=52.341kN由于纵梁为贝雷梁,抗弯抗剪验算用容许值,则荷载对应用标准值计算。计算简图如下：纵梁Lbl计算简图D抗弯验算纵梁Lbl弯矩图(kNm)Mmax=2162.358kNmM=4809.4kNm满足要求！2）抗剪验算纵梁Lbl剪力图（kN）Vmax=490.474kNV=698.9kN满足要求！3）支座反力验算正常使用极限状态：连续梁支座反力（传递至横向承重梁荷载）标准值为：R,l=531.393kN,R2=538.648kN承载能力极限状态：连续梁支座反力（传递至横向承重梁荷
12、载）设计值为：Rl=625.761kN,R2=634.441kN2.纵梁Lb2计算参考Lbl计算，区别之处仅荷载大小不同，荷载位置相同区块1范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.35033=0.446kNm区块2范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块3范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm纵梁所受集中荷载标准值依次为：Fl=47.601kN,F2=47.601kN,F3=47.601kNF4=47.601k
13、N,F5=47.601kN,F6=47.601kNF7=31.805kNF8=31.805kNF9=31.805kNF10=31.805kN,Fll=31.8O5kN,F12=31.805kN,F13=31.8O5kN,F14=31.805kNF15=31.805kNlF/16=31.805kN尸17=31.805kN,F18=31.805kN,F19=31.8O5kN,F20=31.805kN,F21=31.805kN,F22=31.805kNF,23=47.601kN,F24=47.601kN,F25=47.601kN,F26=47.601kN,F27=47.601kN,F28=47.60
14、1kN纵梁所受集中荷载设计值依次为：Fl=52.94kN,F2=52.94kNrF3=52.94kN,F4=52.94kN,F5=52.94kN,F6=52.94kNF7=39.776kNzF8=39.776kNzF9=39.776kNzF10=39.776kN,Fll=39.776kNzF12=39.776kNzF13=39.776kNzF14=39.776kN,F15=39.776kNzF16=39.776kNzF17=39.776kNzF18=39.776kN,F19=39.776kN,F20=39.776kN,F21=39.776kN,F22=39.776kNF23=52.94kNzF
15、24=52.94kNzF25=52.94kN,F26=52.94kN,F27=52.94kNzF28=52.94kND强度、挠度验算如下项次抗弯强度验算抗剪强度验算验算值Mmax=2187.098kNmVmax=496.091kN允许值M=4809.4kNmV=698.9kN结论符合要求！符合要求！2）支座反力验算正常使用极限状态：连续梁支座反力（传递至横向承重梁荷载）标准值为：R,l=537.378kN,R2=544.812kN承载能力极限状态：连续梁支座反力（传递至横向承重梁荷载）设计值为：Rl=632.828kN,R2=641.806kN3.纵梁Lb3计算参考Lbl计算，区别之处仅荷载大
16、小不同，荷载位置相同区块1范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.35033=0.446kNm区块2范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块3范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm纵梁所受集中荷载标准值依次为：Fl=49.166kN,F2=49.166kN,F3=49.166kNF4=49.166kN,F5=49.166kN,F6=49.166kNF7=32.85kN,F8=32.85kN,F,9=32.85k
17、N,F10=32.85kN,Fll=32.85kN,F12=32.85kN,F13=32.85kNzFz14=32.85kN,F15=32.85kN,F16=32.85kNF17=32.85kN尸18=32.85kN,F19=32.85kN,F20=32.85kN,F21=32.85kN,F22=32.85kNF23=49.166kN,F24=49.166kN,F25=49.166kN,F26=49.166kN,F27=49.166kN,F28=49.166kN纵梁所受集中荷载设计值依次为：Fl=54.68kN,F2=54.68kN,F3=54.68kN,F4=54.68kN,F5=54.68
18、kN,F6=54.68kNF7=41.084kNzF8=41.084kNzF9=41.084kN,F10=41.084kN,Fll=41.084kNzF12=41.084kNJ13=41.084kNzF14=41.084kN,F15=41.084kNzF16=41.084kNzF17=41.084kNzF18=41.084kN,F19=41.084kNzF20=41.084kN,F21=41.084kN,F22=41.084kNF23=54.68kNzF24=54.68kNzF25=54.68kN,F26=54.68kN,F27=54.68kNzF28=54.68kND强度、挠度验算如下项次抗
19、弯强度验算抗剪强度验算验算值Mmax=2258.915kNmVmax=512.396kN允许值M=4809.4kNmV=698.9kN结论符合要求！符合要求！2）支座反力验算正常使用极限状态：连续梁支座反力（传递至横向承重梁荷载）标准值为：Rzl=555.O85kN,R2=562.483kN承载能力极限状态：连续梁支座反力（传递至横向承重梁荷载）设计值为：Rl=653.509kN,R2=662.589kN4、纵梁Lb4计算参考Lbl计算，区别之处仅荷载大小不同，荷载位置相同区块1范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块2
20、范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块3范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm纵梁所受集中荷载标准值依次为：Fl=48.644kN,F2=48.644kN,F3=48.644kNF4=48.644kN,F5=48.644kN,F6=48.644kNFf7=32.502kNF8=32.502kNF9=32.502kNF10=32.502kN,Fll=32.5O2kN,F12=32.5O2kN,F13=32.5O2kN,F14=32.502kNF15=
21、32.5O2kNzF/16=32.502kN尸17=32.502kN,F18=32.502kN,F/19=32.502kN,F20=32.502kN,F21=32.502kN,F22=32.502kNF23=48.644kN,F24=48.644kN,F25=48.644kN,F26=48.644kN,F27=48.644kN,F28=48.644kN纵梁所受集中荷载设计值依次为：Fl=54.1kNzF2=54.1kNzF3=54.1kN,F4=54.1kN,F5=54.1kN,F6=54.1kNF7=40.648kNzF8=40.648kN,F9=40.648kN,F10=40.648kN,
22、Fll=40.648kNzF12=40.648kNzF13=40.648kNzF14=40.648kN,F15=40.648kNzF16=40.648kNzF17=40.648kNzF18=40.648kN,F19=40.648kN,F20=40.648kN,F21=40.648kN,F22=40.648kNF23=54.1kN,F24=54.1kNrF25=54.1kNzF26=54.1kN,F27=54.1kN,F28=54.1kND强度、挠度验算如下项次抗弯强度验算抗剪强度验算验算值Mmax=2234.991kNmVmax=506.962kN允许值M=4809.4kNmV=698.9kN
23、结论符合要求！符合要求！2）支座反力验算正常使用极限状态：连续梁支座反力（传递至横向承重梁荷载）标准值为：Rzl=549.213kN,R,2=556.593kN承载能力极限状态：连续梁支座反力（传递至横向承重梁荷载）设计值为：Rl=646.677kN,R2=655.56kN5.纵梁Lb5计算参考Lbl计算，区别之处仅荷载大小不同，荷载位置相同区块1范围内：纵梁所受线荷载标准值：q,=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块2范围内：纵梁所受线荷载标准值：q,=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块3范围内：纵梁所
24、受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.35033=0.446kNm纵梁所受集中荷载标准值依次为：F,l=49.166kN,F2=49.166kNF3=49.166kNF4=49.166kN,F5=49.166kN,F6=49.166kNF7=32.85kN,F8=32.85kN,F,9=32.85kN,F10=32.85kN,F,ll=32.85kN尸12=32.85kN,F13=32.85kN尸14=32.85kN,F15=32.85kN,F16=32.85kN尸17=32.85kN尸18=32.85kN,F19=32.85kN,F20=32.85kN,F21=3
25、2.85kN,F22=32.85kNF23=49.166kN,F24=49.166kN,F25=49.166kN,F26=49.166kN,F27=49.166kN,F28=49.166kN纵梁所受集中荷载设计值依次为：Fl=54.68kN,F2=54.68kN,F3=54.68kN,F4=54.68kN,F5=54.68kN,F6=54.68kNF7=41.084kNzF8=41.084kN,F9=41.084kN,F10=41.084kN,Fll=41.084kNzF12=41.084kNzF13=41.084kNzF14=41.084kN,F15=41.084kNzF16=41.084k
26、NzF17=41.084kNzF18=41.084kN,F19=41.084kN,F20=41.084kN,F21=41.084kNzF22=41.084kNF23=54.68kNzF24=54.68kNzF25=54.68kN,F26=54.68kN,F27=54.68kNzF28=54.68kND强度.挠度睑算如下项次抗弯强度验算抗剪强度验算验算值Mmax=2258.915kNmVmax=512.396kN允许值M=4809.4kNmV=698.9kN结论符合要求！符合要求！2）支座反力验算正常使用极限状态：连续梁支座反力（传递至横向承重梁荷载）标准值为：Rzl=555.O85kN,R2=
27、562.483kN承载能力极限状态：连续梁支座反力（传递至横向承重梁荷载）设计值为：Rl=653.509kN,R2=662.589kN6.纵梁Lb6计算参考Lbl计算，区别之处仅荷载大小不同，荷载位置相同区块1范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块2范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块3范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.35033=0.446kNm纵梁所受集中荷载标准值依次为：F,l=47.601
28、kN,F2=47.601kN,F3=47.601kN尸4=47.601kN,F5=47.601kN,F6=47.601kNF,7=31.805kNF8=31.805kNF9=31.805kNF10=31.805kN,Fll=31.8O5kN,F/12=31.805kN,F13=31.8O5kN,F14=31.805kNF15=31.805kNlF/16=31.805kN尸17=31.805kN,F18=31.805kN,F/19=31.805kN,F20=31.805kN,F21=31.805kN,F22=31.805kNF23=47.601kN,F24=47.601kN,F25=47.601
29、kN,F26=47.601kN,F27=47.601kN,F28=47.601kN纵梁所受集中荷载设计值依次为：Fl=52.94kN,F2=52.94kN,F3=52.94kN,F4=52.94kN,F5=52.94kN,F6=52.94kNF7=39.776kNzF8=39.776kN,F9=39.776kN,F10=39.776kN,Fll=39.776kNzF12=39.776kNzF13=39.776kNzF14=39.776kN,F15=39.776kNzF16=39.776kNzF17=39.776kNzF18=39.776kN,F19=39.776kN,F20=39.776kN,
30、F21=39.776kN,F22=39.776kNF23=52.94kNzF24=52.94kNzF25=52.94kN,F26=52.94kN,F27=52.94kNzF28=52.94kND强度、挠度验算如下项次抗弯强度验算抗剪强度验算验算值Mmax=2187.098kNmVmax=496.091kN允许值M=4809.4kNmV=698.9kN结论符合要求！符合要求！2）支座反力验算正常使用极限状态：连续梁支座反力（传递至横向承重梁荷载）标准值为：R,l=537.378kN,R2=544.812kN承载能力极限状态：连续梁支座反力（传递至横向承重梁荷载）设计值为：Rl=632.828kN
31、,R2=641.806kN7.纵梁Lb7计算参考Lbl计算，区别之处仅荷载大小不同，荷载位置相同区块1范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块2范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm区块3范围内：纵梁所受线荷载标准值：q=0.33kNm纵梁所受梁线荷载设计值：q=1.350.33=0.446kNm纵梁所受集中荷载标准值依次为：Fl=47.062kNzFz2=47.062kN,F3=47.062kN,F4=47.062kN,F5=47.062kN,F6
32、=47.062kNF7=31.445kNF8=31.445kNF9=31.445kNF10=31.445kN,Fll=31.445kN,F12=31.445kN,F13=31.445kN,F14=31.445kNF15=31.445kN尸16=31.445kNF17=31.445kN,F18=31.445kN,F19=31.445kN,F20=31.445kN,F21=31.445kN,F22=31.445kNF23=47.062kN,F24=47.062kN,F25=47.062kN,F26=47.062kN,F27=47.062kN,F28=47.062kN纵梁所受集中荷载设计值依次为：F
33、l=52.341kNzF2=52.341kN,F3=52.341kN,F4=52.341kN,F5=52.341kNzF6=52.341kNF7=39.326kNzF8=39.326kNzF9=39.326kN,F10=39.326kN,Fll=39.326kN,F12=39.326kNzF13=39.326kNzF14=39.326kN,F15=39.326kNzF16=39.326kNzF17=39.326kNzF18=39.326kN,F19=39.326kN,F20=39.326kN,F21=39.326kN,F22=39.326kNF23=52.341kNzF24=52.341kNl
34、F25=52.341kNzF26=52.341kN,F27=52.341kN,F28=52.341kND强度.挠度验算如下项次抗弯强度验算抗剪强度验算验算值Mmax=2162.358kNmVmax=490.474kN允许值M=4809.4kNmV=698.9kN结论符合要求！符合要求！2）支座反力验算正常使用极限状态：连续梁支座反力（传递至横向承重梁荷载）标准值为：Rl=531.393kN,R,2=538.648kN承载能力极限状态：连续梁支座反力(传递至横向承重梁荷载)设计值为：Rl=625.761kN,R2=634.441kN五、横向承重梁验算横向承重梁上端悬挑长度cl(m)1横向承重梁下
35、端悬挑长度c2(m)1上侧第一道纵梁距离横向承重梁上端的距离b3(m)0.5横向承重梁材质及类型工字钢截面类型40b号工字钢抗弯强度设计值f(Nmm2)205抗剪强度设计值K(Nmm2)125弹性模量E(Nmm2)206000截面抵抗矩W(cm3)1140截面惯性矩I(cm4)22800横向承重梁合并根数2横向承重梁受力不均匀系数k20.6横向承重梁自重线荷载标准值(kNm)0.738横向承重梁允许挠度1/2501.横向承重梁LC工计算横向承重梁自重线荷载标准值：q=0.738kNm横向承重梁自重线荷载设计值：q=1.350.738=0.996kNm由于横向承重梁为2根合并，取单道横向承重梁进
36、行计算，计算连续梁模型集中荷载取各道纵梁传递至横向承重梁的集中力并乘以横向承重梁受力不均匀系数k2=0.6荷载标准值：Fl(Lbl)=0.6531.393=318.836kN,Fl(Lb2)=0.6537.378=322.427kN,FI(Lb3)=0.6x555.085=333.05IkN,Fl(Lb4)=0.6549.213=329.528kN,Fl(Lb5)=0.6555.085=333.051kN,5l(Lb6)=0.6537.378=322.427kN,Fl(Lb7)=0.6531.393=318.836kN荷载设计值：Fl(Lbl)=0.6625.761=375.457kN,Fl(
37、Lb2)=0.6632.828=379.697kN,Fl(Lb3)=0.6653.509=392.106kN,Fl(Lb4)=0.6646.677=388.006kN,Fl(Lb5)=0.6653.509=392.106kN,Fl(Lb6)=0.6632.828=379.697kN,Fl(Lb7)=0.6625.761=375.457kN计算简图如下:横向承重梁Lcl计算简图D抗弯验算=MmaxW=188.2271061140000=165.111Nmm2f=205Nmm2满足要求！2)抗剪验算横向承重梁Lcl剪力图(kN)Vmax=376.453kNmax=Vmax(8Iz)bh02-(b-
38、)h2=376.45310001444002144-12.5)3672(8228000000X12.5)=87.978Nmm2=125Nmr2满足要求！3）挠度验算横向承重梁Lcl变形图(mm)跨中：vmax=0.371mmv=2000250=8mm悬拟B端：vmax=1.976mmv=10002250=8mm满足要求！4)支座反力计算承载能力极限状态：计算连续梁最大支座反力：Rmax(Lcl)=570.468kN横向承重梁传至立柱最大荷载设计值：Nmax(Lcl)=Rmax(Lcl)k2=570.4680.6=950.78kN2.横向承重梁Lc2计算参考Lcl计算，区别之处仅荷载大小不同，荷
39、载位置相同。横向承重梁自重线荷载标准值：q=0.738kNm横向承重梁自重线荷载设计值：q=1.350.738=0.996kNm由于横向承重梁为2根合并，取单道横向承重梁进行计算，计算连续梁模型集中荷载取各道纵梁传递至横向承重梁的集中力并乘以横向承重梁受力不均匀系数k2=0.6荷载标准值：Fl(Lbl)=0.6538.648=323.189kN,F,l(Lb2)=0.6544.812=326.887kN,Fl(Lb3)=0.6562.483=337.49kN,FI(Lb4)=0.6556.593=333.956kN,Fl(Lb5)=0.6562.483=337.49kN,Fl(Lb6)=0.6
40、544.812=326.887kN,Fl(Lb7)=0.6538.648=323.189kN荷载设计值：Fl(Lbl)=0.6634.441=380.665kNzFl(Lb2)=0.6641.806=385.083kNzFl(Lb3)=0.6662.589=397.553kN,Fl(Lb4)=0.6655.56=393.336kN,Fl(Lb5)=0.6662.589=397.553kNzFl(Lb6)=0.6641.806=385.083kN,Fl(Lb7)=0.6634.441=380.665kND强度.挠度验算如下项次抗弯强度验算抗剪强度验算挠度变形验算验算值=167.395Nmm2ma
41、x=89.195Nmm2跨中：vmax=0.376mm悬挑端：VmaX=2.002mm允许值f=205Nmm2=125Nmm2跨中：v=2000250=8mm悬挑端：v=10002250=8mm结论符合要求！符合要求！符合要求!2)支座反力计算承载能力极限状态：计算连续梁最大支座反力：Rmax(Lc2)=578.38kN横向承重梁传至立柱最大荷载设计值：Nmax(Lc2)=Rmax(Lc2)k2=578.380.6=963.967kN六、立柱验算立柱结构类型型钢立柱型钢立柱类型大钢管立柱计算长度Hs(m)12钢材等级Q235立柱抗压强度设计值f(Nmm2)205截面类型50010回转半径i(c
42、m)17.33立柱截面面积(mm2)15394型钢立柱自重标准值gk(kNm)1.208弹性模量E(Nmm2)206000截面抵抗矩W(cm3)1848.8立柱长细比入=Hsi=12000173.3=69.244N=I50满足要求!查表得=0.757立柱所受最大荷载设计值：N=max(Nmax(Lcl),Nmax(Lc2)=max(950.78z963.967)=963.967kN立柱所受轴力：F=N+1.35gkH=963.967+1.35X1.208X12=983.537kN强度验算：=FA=983.53710315394=63.891Nmm2f=205Nmr2满足要求！稳定性验算：=F(A)=983.537103(0.75715394)=84.4Nmm2f=205Nmm2满足要求！七.立柱基础验算立柱传给基础荷载F=983.537kN立柱基础设置地基基地基土类型Uj石础石地基承载力特征值fak(kPa)950地基承载力折减系数0.5mf单根立柱对应的基础底面面积A(m2)4p=F(mfA)=983.537/(0.54)=491.769kPafak=950kPa满足要求！
