40米跨径现浇箱梁贝雷梁支撑体系详细计算书全套.docx
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 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'=0.121÷45×0.6=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=9.652×10657700=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=28.21×1000×53×1202-(53-5.5)×1022(8×3460000×5.5)=49.848Nmm2=125Nmm2满足要求！3)挠度验算横向转换梁变形图(mm)跨中:vmax=1.114mmv=1800/250=7.2mm悬拟B端：vmax=2.738mmv=800×2250=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,R'5=49.166kN,R'6=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+20×0.9=18.121kNm均布荷载设计值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=800×2250=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,R'4=32.502kN,R,5=32.85kN,R,6=31.805kN,R'7=31.445kN承载能力极限状态Rl=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+45×0.6=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=800×2250=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,R'5=49.166kN,R'6=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=1.35×0.33=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=1.35×0.33=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=1.35×0.33=0.446kNm纵梁所受集中荷载标准值依次为：F'l=47.062kN,F'2=47.062kN,F'3=47.062kN,F'4=47.062kN,F'5=47.062kN,F'6=47.062kNF,7=31.445kNF8=31.445kNF9=31.445kN10=31.445kN,F'll=31.445kN,F'12=31.445kN,F'13=31.445kN,F'14=31.445kN尸15=31.445kN尸16=31.445kN尸17=31.445kN,F'18=31.445kN,F'19=31.445kN,F'20=31.445kN,F'21=31.445kN,F'22=31.445kNF'23=47.062kN,F'24=47.062kN,F'25=47.062kN,F'26=47.062kN,F'27=47.062kNzF/28=47.062kN纵梁所受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=52.341kNzF24=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,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=634.441kN2.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=1.35×033=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=1.35×0.33=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=1.35×0.33=0.446kNm纵梁所受集中荷载标准值依次为：F'l=47.601kN,F'2=47.601kN,F'3=47.601kNF4=47.601kN,F'5=47.601kN,F'6=47.601kNF'7=31.805kNF8=31.805kNF9=31.805kNF10=31.805kN,F'll=31.8O5kN,F12=31.805kN,F'13=31.8O5kN,F'14=31.805kNF15=31.805kNlF/16=31.805kN尸17=31.805kN,F'18=31.805kN,F'19=31.8O5kN,F'20=31.805kN,F'21=31.805kN,F'22=31.805kNF,23=47.601kN,F'24=47.601kN,F'25=47.601kN,F'26=47.601kN,F'27=47.601kN,F'28=47.601kN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=52.94kNzF24=52.94kNzF25=52.94kN,F26=52.94kN,F27=52.94k
