!悬臂式挡土墙计算软件

悬臂式挡土墙计算软件,,,,,,,,,,,,,,

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前提条件：本计算软件仅对挡土墙数据编辑栏、钢筋数据进行编辑就可以进行计算。,,,,,,,,,,,,,,

设计计算结果输出,,,,,,,,,,,,,,

混凝土标号,挡土墙全高H(m),上墙宽b(m),挡土墙面坡（n1）,挡土墙背坡（n2）,前墙趾高h1(m),底板厚度h3(m),B1(m),B2(m),B3(m),B(m),BT1(m),BT(m),BT2(m),ht(m)

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20.00,8.00,0.40,0.05,0.00,0.30,0.70,0.90,0.77,2.40,4.06,1.78,0.67,1.61,0.84

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部位,距离(m),纵向主筋直径(mm),纵向主筋间距(mm),分布筋直径(mm),分布筋间距（mm),部位,距离(m),纵向主筋直径(mm),纵向主筋间距(mm),分布筋直径(mm),分布筋间距（mm),地基应力,,

立壁配筋(端部起算）,2.4,20,180,10,200,趾板根部,0.9,16,180,8,200,σ1(KN/平方米),σ2(KN/平方米),

,3.7,20,180,10,200,踵板(端部起算）,1.6,20,150,10,200,,,

,4.9,20,90,10,100,,2.4,20,75,10,100,238,19,

,7.3,20,90,10,100,凸橇根部,0.8,16,150,8,200,,,

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一：数据编辑栏,,,,,,,,,,,,,,

荷载等级,,填土容重r1（KN),墙体容重r2(KN),地基承载力σ(KPa),基础埋深h(m),车道宽度L0（m),填料内摩擦角（φ）,摩阻系数（f),混凝土标号,砼弹性模量Ea（kpa),钢筋弹性模量Eg（kpa),钢筋级别,,

汽车,挂车,,,,,,,,,,,,,

20.00,100.00,18.00,25.00,250.00,1.00,7.00,35.00,0.40,20,2.60E+07,2.00E+08,2,,

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挡土墙全高H(m),上墙宽（b）,挡土墙面坡（n1）,挡土墙背坡（n2）,前墙趾高（h1）,底板厚度（h3）,容重修正系数μ,配筋率(%),砼抗拉强度Ri（Mpa),砼抗压强度Ra（kpa),钢筋抗拉强度Rg(kpa),趾板宽度修正（B1'）,,,

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8.00,0.40,0.05,0.00,0.30,0.70,1.07,0.60,1.38,11200.00,3.40E+05,0.1,,,

二：土压力计算,,,,,,,,,,,,,,

荷载等级,,λa,σ0(KN/平方米),σh(KN/平方米),Ex,M0,,,,,,,,

汽车,挂车,,,,,,,,,,,,,

0.59,1.55,0.27,2.89,41.92,179.24,508.85,,,,,,,,

三：断面尺寸确定,,,,,,,,,,,,,,

H1,B2,B3’,△B3,B1,B,ζ,A0,Mhi,,,,,,

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7.30,0.77,2.21,0.18,0.90,4.06,0.18214,0.17,393.37,,,,,,

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h0,B2',,,,,,,,,,,,,

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0.51,0.54,,,,,,,,,,,,,

四：墙体稳定及基底应力验算,,,,,,,,,,,,,,

踵板上土重W1（KN),踵板上土力臂Z1(m),立壁重量W2(KN),立壁力臂Z2(m),底板重量Wb3（KN),底板力臂Zb3(m),底板重量Wc3（KN),底板力臂Zc3(m),底板重量Wd3（KN),底板力臂Zd3(m),,,,,

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340.38,2.87,106.31,1.37,13.39,1.29,11.30,0.51,41.93,2.87,,,,,

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墙体重量W3（KN),墙体力臂Z3(m),趾板上土重W4(KN),趾板上力臂Z4(m),ΣN(KN),ΣM(KN/m),,,,,,,,,

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172.92,1.67,8.14,0.39,521.44,1267.63,,,,,,,,,

1：抗滑稳定性验算,,,,,,,,,,,,,,

KC,判断,,,,,,,,,,,,,

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1.16,满足,,,,,,,,,,,,,

2：抗倾覆稳定性验算,,,,,,,,,,,,,,

K0,判断,,,,,,,,,,,,,

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2.49,满足,,,,,,,,,,,,,

3：基底应力验算,,,,,,,,,,,,,,

ZN,e,计算应力σ(KN/平方米),,判断,判断,,,,,,,,,

,,σ1,σ2,,,,,,,,,,,

1.46,0.58,237.58,18.99,满足,满足,,,,,,,,,

五：凸橇设计,,,,,,,,,,,,,,

BT1,σ3,TP,ht,判断,MT,μ(%),ζ,A0',BT',BT,BT2,判断,,

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1.78,141.66,159.73,0.84,满足,67.27,0.30,0.09,0.09,0.29,0.67,1.61,满足,,

六：立壁配筋及裂缝宽度计算,,,,,,,,,,,,,,

1：立壁各验算截面的内力计算,,,,,,,,,,,,,,

Hi,γ*λα*Hi,0.5*Hi+h0,Qi=Ehi,Qij=1.2*Qi,1/6Hi,1/6*γ*λα*Hi*Hi,Hi+3*h0,Mi,Mij=1.2*Mi,判断,Ag',选用钢筋直径（mm),计算钢筋间距（mm),选用钢筋间距（mm)

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2.43,11.87,1.81,21.48,25.78,0.41,4.81,4.21,20.28,24.34,配构造箍筋,2.62,10,300,200

3.65,17.80,2.42,43.06,51.67,0.61,10.83,5.43,58.81,70.57,配构造箍筋,2.62,10,300,200

4.87,23.74,3.03,71.85,86.22,0.81,19.25,6.65,127.98,153.57,配构造箍筋,5.24,10,150,100

7.30,35.61,4.24,151.10,181.31,1.22,43.32,9.08,393.37,472.04,配构造箍筋,5.24,10,150,100

2：立壁各截面配筋计算表,,,,,,,,,,,,,,

Hi,Mij,h0,A0,ζ,μ(%),Ag,选用钢筋直径（mm),计算钢筋间距(mm),选用钢筋间距(mm),,,,,

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2.43,24.34,0.49,0.01,0.01,0.04,1.83,20,1716.55,180,,,,,

3.65,70.57,0.55,0.03,0.03,0.09,4.76,20,660.24,180,,,,,

4.87,153.57,0.61,0.05,0.05,0.15,9.43,20,333.31,90,,,,,

7.30,472.04,0.74,0.10,0.10,0.34,24.89,20,126.21,90,,,,,

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3：立壁各截面裂缝计算表,,,,,,,,,,,,,,

Hi,h0,钢筋,Mi,μ(%),σg,裂缝宽度δfmax(mm),判断,,,,,,,

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2.43,0.49,17.45,20.28,0.35,27166,0.03,满足,,,,,,,

3.65,0.55,17.45,58.81,0.32,70101,0.10,满足,,,,,,,

4.87,0.61,34.91,127.98,0.57,68709,0.05,满足,,,,,,,

7.30,0.74,34.91,393.37,0.47,176233,0.16,满足,,,,,,,

七：趾板配筋及裂缝宽度计算,,,,,,,,,,,,,,

1：趾板验算截面的内力计算,,,,,,,,,,,,,,

部位,Hi,Qi,Mi,Qij=1.2*Qi,Mij=1.2*Mi,判断,Ag',选用钢筋直径（mm),计算钢筋间距（mm),选用钢筋间距（mm),,,,

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趾板（O点起算）,0.90,173.35,81.85,208.02,98.22,配构造箍筋,2.01,8,250.00,200,,,,

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2：趾板各截面配筋计算表,,,,,,,,,,,,,,

Hi,Mij,h0,A0,ζ,μ(%),Ag,选用钢筋直径（mm),计算钢筋间距(mm),选用钢筋间距(mm),,,,,

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0.90,98.22,0.67,0.02,0.02,0.08,5.46,16,368.45,180,,,,,

3：趾板各截面裂缝计算表,,,,,,,,,,,,,,

Hi,h0,钢筋面积（cm),Mi,μ(%),σg,裂缝宽度δfmax(mm),判断,,,,,,,

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0.90,0.67,11.17,81.85,0.17,125706,0.19,满足,,,,,,,

八：踵板配筋及裂缝宽度计算,,,,,,,,,,,,,,

1：踵板各验算截面的内力计算,,,,,,,,,,,,,,

Bi3',γ*（H1+h0)+γh*h3-σ2,0.5*B3i'*(σ1-σ2)/B,Qi=Ehi,Qij=1.2*Qi,3*γ*（H1+h0)+3*γh*h3-3*σ2,B3i'*B3i'/6,Mi,Mij=1.2*Mi,判断,Ag',选用钢筋直径（mm),计算钢筋间距（mm),选用钢筋间距（mm),

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1.60,140.59,42.94,155.95,187.14,421.76,0.43,142.79,171.35,配构造箍筋,3.14,10,250,200,

2.40,140.59,64.42,182.48,218.97,421.76,0.96,280.20,336.24,配构造箍筋,6.28,10,125,100,

2：踵板各截面配筋计算表,,,,,,,,,,,,,,

Bi3',Mij,h0,A0,ζ,μ(%),Ag,选用钢筋直径（mm),计算钢筋间距(mm),选用钢筋间距(mm),,,,,

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1.60,171.35,0.67,0.04,0.04,0.14,9.61,20,326.85,150,,,,,

2.40,336.24,0.67,0.08,0.09,0.29,19.29,20,162.83,75,,,,,

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3：踵板各截面裂缝计算表,,,,,,,,,,,,,,

Bi3',h0,钢筋,Mi,μ(%),σg,裂缝宽度δfmax(mm),判断,,,,,,,

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1.60,0.67,20.94,142.79,0.31,116964,0.16,满足,,,,,,,

2.40,0.67,41.89,280.20,0.63,114760,0.08,满足,,,,,,,

九：凸橇配筋及裂缝宽度计算,,,,,,,,,,,,,,

1：凸橇验算截面的内力计算,,,,,,,,,,,,,,

部位,Hi,Qi,Mi,Qij=1.2*Qi,Mij=1.2*Mi,判断,Ag',选用钢筋直径（mm),计算钢筋间距（mm),选用钢筋间距（mm),,,,

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趾板（O点起算）,0.84,159.73,67.27,191.67,80.73,配构造箍筋,2.01,8,250.00,200,,,,

2：凸橇各截面配筋计算表,,,,,,,,,,,,,,

Hi,Mij,h0