锥体护坡、U形桥台等计算程序.xls

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1、锥体护坡体积计算U形桥台计算(正交)八字墙计算钢筋理论重量曲线放样锥锥体体护护坡坡体体积积计计算算单位：m已已知知资资料料：需填数据锥坡高H：5护坡面厚：0.25襟边宽E：0.2砂砾垫层：0.1锥基高T：1.5坡比m：1.5：0.588002604坡比n：1：0.785398163基上宽a：0.4+A：6.869029基下宽b：1.15+B：4.505025中中间间结结果果：长轴A：7.5圆心角36.86989765短轴B：5圆心角53.130102351/4椭圆面积S：29.4524311 ao：1.2018504251/4椭圆周长C：9.91236816 bo：1.414213562基础平

2、均宽：0.775c：9.27533456填土平均高HO：4.22871172 s：5.221763943计计算算结结果果：总体积：49.0873852m3锥心填土：34.155m3坡面体积：10.666m3砂砾体积：4.266m3基础体积：11.523m3勾缝面积：38.482m2bT锥坡基础大样THEAEBHTE1:n1:maE已已知知资资料料：台身台帽计计算算结结果果:台身台背填土U型型桥桥台台工工程程量量计计算算侧墙高H：8.274AO：8.5侧墙顶宽：0.5侧墙内坡m：3X：1侧墙后坡：4BO：9.024前端墙内坡n：3a：1.05基础A：9.3a：可不填B：8.706b：可不填A：8

3、.9b：可不填B：8.206h：0.95HX：7.274单边侧墙数量：140.295基础基础高：0.75扣除后坡数量：16.203纵向襟宽：0.5 增加端墙部分：16.662横向襟宽：0.5端墙中间部分：32.995上基体积：53.705扣除台帽占用：1.313下基体积：59.655台身体积：313.191基础体积和：113.360基坑开挖已已知知资资料料：计计算算结结果果:已知背墙垂直背坡m:1求n:1 m0 为路基边坡1:m0值:正八字墙是:扩散角+斜角反八字墙是:斜角-扩散角已知条件:单位m得出参数:单位m注解:涵洞斜角0正八字墙30正90-60扩散角30反八字墙-30反90+60路基边

4、坡m01.5当前30后墙高H11.17正b0.46平行端墙顶宽前墙高H20.85反b0.46垂直顶宽B0.4正180-(+90-)90度垂直背坡m:14反180-(+90+)90度正n:13.75正D0.54反D0.54反n:13.75正b10.77正正背坡底坡脚长0.51禁边宽Z0.1正b20.69反反背坡底坡脚长0.51d0.47反b10.77正八字68度基础高h0.6反b20.69反八字68度正八字Z10.11为前端墙面与后背面夹角正八字Z20.12八字端墙间垂距0.4700m 正/反兰线框内为不可填反八字Z10.11三角棱高1.7184m 正/反反八字Z20.12m结果显示:单位m3单

5、位m3正八字墙墙身0.36正八字墙墙基础0.27反八字墙墙身0.36反八字墙墙基础0.27cossin0mmn反正钢钢筋筋计计算算截截面面面面积积及及理理论论重重量量直直径径计计算算截截面面面面积积（cmcm2 2），当当根根数数为为理理论论重重量量(Kg/m)(Kg/m)1 12 23 34 45 56 67 78 89 92.50.0490.0980.1470.1960.2450.2940.3430.3920.4410.03930.0710.1410.2120.2830.3530.4240.4950.5650.6360.05540.1260.2510.3770.5020.6280.7540

6、.8791.0051.1310.09950.1960.390.590.790.981.181.381.571.770.15460.2830.570.851.131.421.701.982.262.550.22270.3850.771.151.541.922.312.693.083.460.30280.5031.011.512.012.523.023.524.024.530.39590.6361.271.912.543.183.824.455.095.720.499100.7851.572.363.143.934.715.506.287.070.617110.9501.902.853.804.7

7、55.706.657.608.550.750121.1312.263.394.525.656.787.919.0410.170.888131.3272.653.985.316.647.969.2910.6211.951.040141.5393.084.616.157.699.2310.7712.3013.871.208151.7673.535.307.078.8410.5012.3714.1415.121.390162.0114.026.038.0410.0512.0614.0716.0818.091.578172.2704.546.819.0811.3513.0515.8918.1620.4

8、31.780182.5455.097.6310.1712.7215.2617.8020.3622.901.998192.8355.678.5111.3414.1817.0119.8522.6825.522.230203.1426.289.4112.5615.7018.8422.0025.1328.272.466213.4646.9310.3913.8517.3220.7824.2527.7131.172.720223.8017.6011.4015.2019.0022.8126.6130.4134.212.984234.1558.3112.4616.6220.7724.9829.0833.243

9、7.393.260244.5249.0413.5618.0822.6227.1431.6736.1940.713.551254.9099.8214.7319.6424.5429.4534.3639.2744.183.850265.30910.6215.9321.2426.5531.8637.1742.4747.784.170275.72611.4417.1622.9128.6534.3540.0845.8051.534.495286.15312.3218.4724.6330.7936.9543.1049.2655.424.830307.06914.1321.2128.2735.3442.414

10、9.4856.5563.625.550328.04316.0924.1832.1740.2148.2656.3064.3472.386.310349.07918.1627.2436.3245.4054.4863.5572.6381.717.130359.62019.2428.8638.4848.1057.7267.3476.9686.587.50036 10.17920.3630.5440.7250.8961.0771.2581.4391.617.99040 12.56125.1337.7050.2762.8375.4087.96100.53113.109.865基基本本资资料料输输入入已知:

11、JD=520.36ZH=455.114Q=转角偏向z/-1 y/+1-1T=65.246HY=495.114P=转角102020.36L=130.225QZ=520.226A0=曲线半径500.000E=2.176YH=545.339回旋线长度40.000J=0.268HZ=585.339放样:交点坐标X=2000.0000Y=2000.0000中桩/边桩:-20来边方位角1202020.36A0=120.3389889置仪点坐标X=1Y=1后视点坐标X=1Y=1数据结果:桩号X值Y值距离ZH=HY=YH=HZ=附:转角偏向,左偏输-1,右偏输1;中桩/边桩项中桩为0,左边桩为负,右边为正.19.99890.133310.33898889极角结果输出结结 果果 输输 出出返 回逐桩桩号:左边桩X值Y值极角距离ZH-HY段-20ZH460.000前缓和段470.000480.000490.000HY-YH段-20HY500.000圆曲线段510.000520.000530.000540.000-20YHYH-HZ段后缓和段550.000560.000570.000580.000-20HZ