倒置弹性地基梁计算砌体墙下条形桩基承台梁表格文件下载.xls

倒置弹性地基梁计算砌体墙下条形桩基承台梁表格文件下载.xls

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按倒置弹性地基梁计算砌体墙下条形桩基承台梁C15C20L（mm）=5400LC（mm）=56702.2*102.55q（KN/m）=30承台梁截面b（mm）=600I=（bh3）/12（mm3）6250000000EnI/Ekbk=167578293h（mm）=500En=（N/mm2）30000墙体截面bk（mm）370Ek=（N/mm2）3024中间跨（mm）a0=3.14（EnI/Ekbk）1/31731.2边跨（mm）a0=2.4（EnI/Ekbk）1/31323.1746p0=q*LC/a0=98.25819kn/mp0=q*LC/a0=128.554461kn/m中间跨支座弯矩M=-p0*a02*（2-a0/Lc）/12=-41.58597kn.m中间跨跨中弯矩M=P0*a03*/（12LC）=7.49223077kn.m中间跨最大剪力Q=P0a0/2=85.05kn边跨支座弯矩M=-p0*a02*（2-a0/Lc）/12=-33.135023kn.m边跨中弯矩M=P0*a03*/（12LC）=4.37697769kn.m边跨最大剪力Q=P0a0/2=85.05kna0L/2C25C30C35C40混凝土弹性模量1072.833.153.25按倒置弹性地基梁计算砌体墙下条形桩基承台梁C15C20L（mm）=3500LC（mm）=36752.2*102.55q（KN/m）=30承台梁截面b（mm）=600I=（bh3）/12（mm3）6250000000EnI/Ekbk=167578293h（mm）=500En=（N/mm2）30000墙体截面bk（mm）370Ek=（N/mm2）3024中间跨（mm）a0=3.14（EnI/Ekbk）1/31731.2边跨（mm）a0=2.4（EnI/Ekbk）1/31323.1746p0=q*LC/a0=63.68586kn/mp0=q*LC/a0=83.3223358kn/m中间跨支座弯矩M=-p0*a02*（2-a0/Lc）/12=-24.317714kn.m中间跨跨中弯矩M=P0LC（6a0-3Lc+0.5LC2/a0）-a02（4-a0/LC）/12=7.50697955kn.m中间跨最大剪力Q=P0a0/2=55.125kn边跨支座弯矩M=-p0*a02*（2-a0/Lc）/12=-19.936356kn.m边跨中弯矩M=P0LC（6a0-3Lc+0.5LC2/a0）-a02（4-a0/LC）/12=7.2328375kn.m边跨最大剪力Q=P0a0/2=55.125knL/2a0LC25C30C35C40混凝土弹性模量1072.833.153.2511990348.2710575846.657.5069795547414462.3956372796.3257.232837504按倒置弹性地基梁计算砌体墙下条形桩基承台梁C15C20L（mm）=2400LC（mm）=25202.2*102.55q（KN/m）=30承台梁截面b（mm）=600I=（bh3）/12（mm3）6250000000EnI/Ekbk=167578293h（mm）=500En=（N/mm2）30000墙体截面bk（mm）370Ek=（N/mm2）3024中间跨（mm）a0=3.14（EnI/Ekbk）1/31731.2边跨（mm）a0=2.4（EnI/Ekbk）1/31323.1746p0=q*LC/a0=43.67031kn/mp0=q*LC/a0=57.135316kn/m中间跨支座弯矩M=-p0*a02*（2-a0/Lc）/12=-14.320303kn.m中间跨跨中弯矩M=P0*a03*/（12LC）=7.49223077kn.m中间跨最大剪力Q=P0a0/2=37.8kn边跨支座弯矩M=-p0*a02*（2-a0/Lc）/12=-12.295023kn.m边跨中弯矩M=P0*a03*/（12LC）=4.37697769kn.m边跨最大剪力Q=P0a0/2=37.8knL/2a0LC25C30C35C40混凝土弹性模量1072.833.153.25按倒置弹性地基梁计算砌体墙下条形桩基承台梁C15C20L（mm）=2400LC（mm）=25202.2*102.55q（KN/m）=200承台梁截面b（mm）=600I=（bh3）/12（mm3）6250000000EnI/Ekbk=167578293h（mm）=500En=（N/mm2）30000墙体截面bk（mm）370Ek=（N/mm2）3024中间跨（mm）a0=3.14（EnI/Ekbk）1/31731.2边跨（mm）a0=2.4（EnI/Ekbk）1/31323.1746p0=q*LC/a0=291.1354kn/mp0=q*LC/a0=380.902106kn/m中间跨支座弯矩M=-qLc*Lc/12=105.84kn.m中间跨跨中弯矩M=qLc*Lc/24=52.92kn.m中间跨最大剪力Q=ql/2=240kn边跨支座弯矩M=-qLc*Lc/12=105.84kn.m边跨中弯矩M=qLc*Lc/24=52.92kn.m边跨最大剪力Q=ql/2=240knC25C30C35C40混凝土弹性模量1072.833.153.25