11--支撑结构内力计算书-含风荷载及设计变更.doc

高位悬挑支撑结构内力计算（含风荷载及设计变更）1-C左1支座反力计算：MC=0RB5-57.655.02.5-65.982.566.28=0 RB=（720.63+1060.75）/5=356.3KNMB=057.655.02.5-65.982.561.28- RC5.0=0RC=（720.63-216.2）/5=101.0KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=434.7KN cos= cos55.030RB1=0.5729434.7RB2=249.0KN 2-C右1支座反力计算：MC=0RB5-32.195.02.5-52.02.496.25=0 RB=（402.375+809.25）/5=242.33KNMB=032.195.02.5-52.02.491.25- RC5.0=0RC=（402.375-161.85）/5=48.11 KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=295.6KN cos= cos55.030RB1=0.5729295.6RB2=169.35KN 3-C右2支座反力计算：MC=0RB5-27.225.02.5-34.292.366.18=0 RB=（340.3+500.1）/5=168.1KNMB=027.225.02.5-34.292.361.18- RC5.0=0RC=（340.3-95.5）/5=48.96 KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=205.1KN cos= cos55.030RB1=0.5729205.1RB2=117.5KN 4-J左2支座反力计算：MC=0RB5-27.225.02.5-34.292.126.06=0 RB=（340.25+440.5）/5=156.2KNMB=027.225.02.5-34.292.121.06- RC5.0=0RC=（340.25-77.06）/5=52.6 KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=190.6KN cos= cos55.030RB1=0.5729190.6RB2=109.2KN 5-J左1支座反力计算：MC=0RB5-33.745.02.5-47.512.06.0=0 RB=（421.75+570.12）/5=198.4KNMB=033.745.02.5-47.512.01.0- RC5.0=0RC=（421.75-95.02）/5=65.35KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=242.04KN cos= cos55.030RB1=0.5729242.04RB2=138.7KN 6-J右1支座反力计算：MC=0RB5-33.745.02.5-47.511.955.98=0 RB=（421.75+554.0）/5=195.2KNMB=033.745.02.5-47.511.950.98- RC5.0=0RC=（421.75-90.8）/5=66.2 KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=238.1KN cos= cos55.030RB1=0.5729238.1RB2=136.4KN 7-J右2支座反力计算：MC=0RB5-27.225.02.5-34.291.815.91=0 RB=（340.3+366.8）/5=141.4KNMB=027.225.02.5-34.291.810.91- RC5.0=0RC=（340.3-56.5）/5=56.8KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=172.5KN cos= cos55.030RB1=0.5729172.5RB2=98.8KN 8-M左2支座反力计算：MC=0RB5-27.225.02.5-34.291.585.79=0 RB=（340.3+313.6）/5=131.0KNMB=027.225.02.5-34.291.580.79- RC5.0=0RC=（340.3-42.8）/5=59.5KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=160.0KN cos= cos55.030RB1=0.5729160.0RB2=92.0KN 9-M左1支座反力计算：MC=0RB5-33.745.02.5-47.511.475.74=0 RB=（421.75+400.9）/5=164.5KNMB=033.745.02.5-47.511.470.74- RC5.0=0RC=（421.75-51.7）/5=74.01KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=201.0KN cos= cos55.030RB1=0.5729201.0RB2=115.2KN 10-M右1支座反力计算：MC=0RB5-33.745.02.5-47.511.405.70=0 RB=（421.75+379.13）/5=160.2KNMB=033.745.02.5-47.511.400.70- RC5.0=0RC=（421.75-46.6）/5=75.03KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=195.4KN cos= cos55.030RB1=0.5729195.4RB2=112.0KN 11-M右2支座反力计算：MC=0RB5-27.225.02.5-34.291.315.66=0 RB=（340.3+254.3）/5=119.0KNMB=027.225.02.5-34.291.310.66- RC5.0=0RC=（340.3-29.7）/5=62.12KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=145.2KN cos= cos55.030RB1=0.5729145.2RB2=83.0KN 12-Q左4支座反力计算：MC=0RB4.0-27.224.02.0-34.292.145.07=0 RB=（217.8+372.0）/4.0=148.0KNMB=027.224.02.0-34.292.141.07- RC4.0=0RC=（217.8-78.5）/4.0=34.8 KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=169.1KN cos= cos61.10RB1=0.4699169.1RB2=79.5KN 13-Q左3支座反力计算：MC=0RB4.0-27.224.02.0-34.292.065.03=0 RB=（217.8+355.3）/4.0=143.3KNMB=027.224.02.0-34.292.061.03- RC4.0=0RC=（217.8-72.8）/4.0=36.25 KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=163.7KN cos= cos61.10RB1=0.4699163.7RB2=76.9KN 14-Q左2支座反力计算：MC=0RB4.0-27.224.02.0-34.291.995.0=0 RB=（217.8+341.2）/4.0=140.0KNMB=027.224.02.0-34.291.991.0- RC4.0=0RC=（217.8-68.2）/4.0=37.4 KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=160.0KN cos= cos61.10RB1=0.4699160.0RB2=75.2KN 15-Q左1支座反力计算：MC=0RB4.0-31.424.02.0-45.191.924.96=0 RB=（251.36+430.4）/4.0=170.44KNMB=031.424.02.0-45.191.920.96- RC4.0=0RC=（251.36-83.3）/4.0=42.0KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=194.5KN cos= cos61.10RB1=0.4699194.5RB2=91.4KN 16-Q右1支座反力计算：MC=0RB4.0-31.424.02.0-45.191.864.93=0 RB=（251.36+414.4）/4.0=166.4KNMB=031.424.02.0-45.191.860.93- RC4.0=0RC=（251.36-78.2）/4.0=43.3 KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=190.1KN cos= cos61.10RB1=0.4699190.1RB2=89.3KN 17-Q右2支座反力计算：MC=0RB3.58-27.223.581.79-34.292.134.65=0 RB=（174.4+339.6）/3.58=143.6KNMB=027.223.581.79-34.292.131.07- RC3.58=0RC=（174.4-78.2）/3.58=26.87 KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=160.1KN cos= cos63.750RB1=0.4501160.1RB2=72.1KN 18-T左2支座反力计算：MC=0RB3.58-27.223.581.79-34.291.914.54=0 RB=（174.4+297.3）/3.58=132.0KNMB=027.223.581.79-34.291.910.96- RC3.58=0RC=（174.4-62.9）/3.58=31.2 KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=147.2KN cos= cos63.750RB1=0.4501147.2RB2=66.3KN 19-T左1支座反力计算：MC=0RB3.58-31.423.581.79-45.191.804.48=0 RB=（201.34+364.4）/3.58=158.03KNMB=031.423.581.79-45.191.800.90- RC3.58=0RC=（201.34-73.2）/3.58=35.8KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=176.2KN cos= cos63.750RB1=0.4501176.2RB2=79.3KN 20-T右1支座反力计算：MC=0RB3.58-31.423.581.79-45.191.744.45=0 RB=（201.34+350.0）/3.58=154.0KNMB=031.423.581.79-45.191.740.87- RC3.58=0RC=（201.34-68.4）/3.58=37.1KN（计算结果见右图）：斜支撑构件轴力、梁水平力计算：sin=RB1=171.7KN cos= cos63.750RB1=0.4501171.7RB2=77.3KN 21-T右2支座反力计算：MC=0RB3.58-27.223.581.79-34.291.614.39=0 RB=（174.4+242.4）/3.58=116.4KNMB=027.223.581.79-34.291.610.81- RC3.58=0RC=（174.4-44.7）/3.58=36.23KN（计算结果见右图）：3.2、斜支撑构件轴力、梁水平力计算：sin=RB1=129.7KN cos= cos63.750RB1=0.4501129.7RB2=58.4KN 22-U左2支座反力计算：MC=0RB3.58-27.223.581.79-34.291.374.27=0 RB=（174.4+200.6）/3.58=104.8KNMB=027.223.581.79-34.291.370.69- RC3.58=0RC=（174.4-32.4）/3.58=39.7KN（计算结果见右图）：3.2、斜支撑构件轴力、梁水平力计算：sin=RB1=116.8KN cos= cos63.750RB1=0.4501116.8RB2=52.6KN 23-U左1支座反力计算：MC=0RB3.58-32.193.581.79-52.01.254.21=0 RB=（206.3+274.0）/3.58=134.1KNMB=032.193.581.79-52.01.250.63- RC3.58=0RC=（206.3-41.0）/3.58=46.2KN（计算结果见右图）：3.2、斜支撑构件轴力、梁水平力计算：sin=RB1=150.0KN cos=