1、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)370 Ek=(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=98.25819 kn/mp0=q*LC/a0=128.554461 kn/m中间跨支座
2、弯矩M=-p0*a02*(2-a0/Lc)/12=-41.58597 kn.m中间跨跨中弯矩M=P0*a03*/(12LC)=7.49223077 kn.m中间跨最大剪力Q=P0a0/2=85.05 kn边跨支座弯矩M=-p0*a02*(2-a0/Lc)/12=-33.135023 kn.m边跨中弯矩M=P0*a03*/(12LC)=4.37697769 kn.m边跨最大剪力Q=P0a0/2=85.05 kna0L/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
3、.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)370 Ek=(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=63.68586 kn/mp0=q*LC/a0=83.3223358 kn/m中间跨支座弯矩M=-p0*a02*(2-a0/Lc)/12=-24.317714 kn.m中间跨跨中弯矩M=P0LC(6
4、a0-3Lc+0.5LC2/a0)-a02(4-a0/LC)/12=7.50697955 kn.m中间跨最大剪力Q=P0a0/2=55.125 kn边跨支座弯矩M=-p0*a02*(2-a0/Lc)/12=-19.936356 kn.m边跨中弯矩M=P0LC(6a0-3Lc+0.5LC2/a0)-a02(4-a0/LC)/12=7.2328375 kn.m边跨最大剪力Q=P0a0/2=55.125 knL/2a0LC25C30C35C40混凝土弹性模量1072.833.153.2511990348.2710575846.657.5069795547414462.3956372796.3257.
5、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)370 Ek=(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=43.67031 kn/mp0=q*LC/a0=57.135316 k
6、n/m中间跨支座弯矩M=-p0*a02*(2-a0/Lc)/12=-14.320303 kn.m中间跨跨中弯矩M=P0*a03*/(12LC)=7.49223077 kn.m中间跨最大剪力Q=P0a0/2=37.8 kn边跨支座弯矩M=-p0*a02*(2-a0/Lc)/12=-12.295023 kn.m边跨中弯矩M=P0*a03*/(12LC)=4.37697769 kn.m边跨最大剪力Q=P0a0/2=37.8 knL/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)=252
7、02.2*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)370 Ek=(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=291.1354 kn/mp0=q*LC/a0=380.902106 kn/m中间跨支座弯矩M=-qLc*Lc/12=105.84 kn.m中间跨跨中弯矩M=qLc*Lc/24=52.92 kn.m中间跨最大剪力Q=ql/2=240 kn边跨支座弯矩M=-qLc*Lc/12=105.84 kn.m边跨中弯矩M=qLc*Lc/24=52.92 kn.m边跨最大剪力Q=ql/2=240 knC25C30C35C40混凝土弹性模量1072.833.153.25
copyright@ 2008-2022 冰豆网网站版权所有
经营许可证编号:鄂ICP备2022015515号-1