重力式桥台计算

一、上部构造恒载反力及桥台台身自重计算（长度单位：m，力单位：t）弯矩正、负值：逆时针为“－”，顺时针为“+”。栏杆数①a10.3L=20支座厚Δ=0.042支座离台背0.29帽梁高1.682搭板厚0.3人行道全宽3.5防撞顺桥向延米重11h11.382h=0.9梁单位面积0.53桥全宽B27填土高6.382铺装厚0.14人行道单位重0.45普通顺桥向延米重0.31②a20.4序号竖直力距E点距离弯矩序号竖直力距E点距离弯矩绿化带单位重18h21.682P(t)e(m)MtmP(t)e(m)Mtm绿化带宽1③a30.8127.99-2.95-82.564285.53-2.55-728.09h30.6245.41-2.6-118.08579.31-1.93333-153.34④a40.9332.40-2-64.806486.00-2.4-1166.40h44.7上部恒载604.30-2.11-1275.07739.53-0.81337-32.15⑤a50.5搭板70.50-2.95-207.988190.35-3.4-647.19h54.7Σ1861.31-4475.65⑥a64.8全部恒载偏心-0.005h61.5全部恒载弯矩-8.495513⑦a71.60.053191h70.5⑧a81.2（一）h84.7α=0φ=35δ=17.5β=0γ=1.8b10.1b20.5μa=0.2461229b30.6Ea=243.59702tEax=232.32261tey=2.127333mMx=494.22764tmEay=73.251038tex=-1.8mMy=-131.8519tm（二）破坏棱体长度l0　=Htg(θ+α)tgθ=-tgω+((ctgφ+tgω)(tgω-tgα))1/2tgθ=0.5834635θ=30.262004l0　=3.7236644城-AΣG=112th=ΣG/(Bl0γ）（一）'(1：1.5)h=0.6188868mα=0φ=30δ=15β=-33.69γ=Ea'=1/2γ(2h+H)HBμaEa=1/2γH2BμaEa'=290.84208μa=0.217811E'ax=277.38103ey=2.300118mMx=638.00904tmEa=21.17123tE'ay=87.457901ex=-1.8mMy=-157.4242tmEax=20.44984tey=0.666667mMx=-13.6332Eay=5.479517tex=2.4mMy=13.15084挂-120ΣG=0th=0Ea'=243.59702E'ax=232.32261ey=2.127333mMx=494.22764tmE'ay=73.251038ex=-1.8mMy=-131.8519tm城-AR=196.8te=0.29mM=57.072tm挂120R=0te=0.29mM=0tmF=μNμ=0.3F=181.29(舍)ef=5.3mM=84.8tm群桩中心离承台中心距离ez=0m制动力及温度引起的水平力T=16t(取)Ehau=CiCzKhGauCi=1.3Cz=0.35Kh=0.1Gau=1861.313277tEhau=84.689754tM=448.8557tmEea=1/2γH2KA(1+3CiCzKhtgφ)KA=cos2φ/(1+sinφ)2=0.2709901地震水平力着力点eh=2.5528mEea=10.883107M=27.7824tm1、上部构造+桥台自重+桥上汽车+台后土压力N=2131.364315tQ=232.3226119tM=410.95tm(410.9523)2、上部构造+桥台自重+台后汽车引起土压力+台后土压力N=1948.771178tQ=277.3810258tM=472.09tm(472.0893)3、上部构造+桥台自重+桥上挂车+台后土压力N=1934.564315tQ=232.3226119tM=353.88tm(353.8803)4、上部构造+桥台自重+台后挂车引起土压力+台后土压力N=1934.564315tQ=232.3226119tM=353.88tm(353.8803)5、上部构造+桥台自重+桥上汽车+台后土压力+支座摩阻力(制动力、温度影响力)N=2131.364315tQ=248.3226119tM=495.7523tm(495.7523)6、上部构造+桥台自重+台后汽车引起土压力+台后土压力+支座摩阻力（制动力、温度影响力)N=1948.771178tQ=293.3810258tM=556.8893tm(556.8893)7、上部构造+桥台自重+台后土压力+结构地震力+地震土压力N=1934.564315tQ=327.8954728tM=830.52tm(830.5183)注：（）内数值为群桩中心处所受弯矩台前溜坡土压力计算以下计算M均换算到相对于基础中心C桥台计算(红色为输入数据)五、地震水平力六、地震时作用于台背的主动土压力七、荷载组合（相对于基础中心C）二、土压力计算（具体参数解释详见《公路桥涵设计通用规范》）三、支座活载反力计算四、支座摩阻力Ea=1/2γH2Bμa台后填土表面无活载时土压力计算台后填土表面有活载时土压力计算（β=0）1.8tmtm