倒置弹性地基梁计算砌体墙下条形桩基承台梁.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