文档介绍：承台梁计算混凝土号钢筋类型砂浆标号q荷载kN/mL净跨mb梁宽mmh梁高mmbk墙宽mmfy(Mpa)(Mpa)EkLc(mm)fc(Mpa)ξbh0(mm)剪力(kN)(mm)p0(kN/m)支座跨中M0(kN-m)ξ0Ag(mm2)Mc(kN-m)ξcAg(mm2)=*L=*2700=2835mmI=1/12*b*h^3=1/12*450*500^3=4687500000mm^4*****承台梁中间跨*****a0=*(En*I/(Ek+bk))^1/3=*(28000*4687500000/(3024+240))^1/3==q*Lc/a0=297*2835/1776==1776mm<L=2700mmM0=p0*a0^2/12*(2-a0/Lc)=475*1776^2/12*(2-1776/2835)=-mAs=1985mm^2Q=p0*a0/2=475*1776/2=422kN-m中间跨跨中弯矩L=2700>a0=1776>L/2=2700/2=1350Mc=p0/12*(Lc*(6*a0-3*Lc+*Lc^2/a0)-a0^2*(4-a0/Lc))=475/12*(2835*(6*1776-3*2835+*2835^2/1776)-1776^2*(4-1776/2835))=74kN-mAs=812mm^2*****承台梁边跨*****a0=*(En*I/(Ek+bk))^1/3=*(28000*4687500000/(3024+240))^1/3==q*Lc/a0=297*2835/1357==1357mm<L=2700mmM0=p0*a0^2/12*(2-a0/Lc)=621*1357^2/12*(2-1357/2835)=-mAs=1654mm^2边跨跨中弯矩L=2700>a0=1357>L/2=2700/2=1350Mc=p0/12*(Lc*(6*a0-3*Lc+*Lc^2/a0)-a0^2*(4-a0/Lc))=621/12*(2835*(6*1357-3*2835+*2835^2/1357)-1357^2*(4-1357/2835))=46kN-mAs=494mm^2抗剪承载力设计值(Kn)抗剪箍筋(HPB235)Φ******@200Φ******@150Φ******@100Φ******@150Φ******@100抗剪设计值(4肢箍)299338418427551抗剪设计值(6肢箍)3584**********承台梁计算混凝土号钢筋类型砂浆标号q荷载kN/mL净跨mb梁宽mmh梁高mmbk墙宽mmfy(Mpa)(Mpa)EkLc(mm)fc(Mp