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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：1护坡面厚：0.25襟边宽E：0砂砾垫层：0.1锥基高T：0.75坡比m：1.5：0.588002604坡比n：1：0.785398163基上宽a：0.5+A：0.869029基下宽b：0.75+B：0.505025中中间间结结果果：长轴A：1.5圆心角36.86989765短轴B：1圆心角53.130102351/4椭圆面积S： 1.17809725 ao：1.2018504251/4椭圆周长C：1.98247363 bo：1.414213562基础
2、平均宽：0.625c：1.34544003填土平均高HO：0.22871172 s：0.757446560计计算算结结果果： 总体积：0.39269908m3锥心填土：0.032m3坡面体积：0.258m3砂砾体积：0.103m3基础体积：0.929m3勾缝面积：1.539m2bT锥坡基础大样THEAEBHTE1:n1:maEU型型桥桥台台工工程程量量计计算算已已知知资资料料：侧墙高H：侧墙顶宽：台身X：BO：a：台帽a：b：b：h：计计算算结结果果:台身单边侧墙数量：扣除后坡数量： 增加端墙部分：端墙中间部分：扣除台帽占用：台身体积：台背填土7.76AO：6.50.5侧墙内坡m：3.51侧墙
3、后坡：48前端墙内坡n：80.75基础A：8.1可不填B：8.83可不填A：7.3可不填B：7.630HX：6.7699.860基础基础高：0.7511.843纵向襟宽：0.59.233横向襟宽：0.510.213上基体积：42.2690.000下基体积：54.137204.714基础体积和：96.406基坑开挖U型型桥桥台台工工程程量量计计算算已知背墙垂直背坡m:1求n:1m0 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路基边坡m01.5当前30后墙高H13
4、.06正b0.46平行端墙顶宽前墙高H20.9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D3.80反D3.80反n:13.75正b11.28正正背坡底坡脚长3.55禁边宽Z0.2正b20.70反反背坡底坡脚长3.55d3.28934反b11.28正八字68度基础高h0.6反b20.70反八字68度正八字Z10.22为前端墙面与后背面夹角正八字Z20.23八字端墙间垂距3.2893m 正/反兰线框内为不可填反八字Z10.22三角棱高4.6599m 正/反反八字Z20.23m结果显示:单位m3单位m3正八字墙墙身5.00正
5、八字墙墙基础2.83反八字墙墙身5.00反八字墙墙基础2.83bbcossin0=mmn反正涵 洞 工 程 数 量 表(圆管涵)工程名称：第1页 共1页序号桩号交角 孔径 涵长结构类型进 出 口工程数量天然砂砾垫层（m3）管节接头、沉降缝(m2)锥坡内填土(m3)备注形 式C30砼(m3)C25砼(m3)C25砼(m3)C25砼(m3)C25砼(m3)C25砼(m3)C25砼(m3)C25砼(m3)C25砼(m3)C25砼(m3)挖基土方(m2)钢筋(kg)防腐沥青(m2)(度) (米) (米)进口出口预制圆管帽石洞口洞口八字墙及锥坡 八字墙及锥坡急流槽截水墙 洞口铺砌墙身墙基础墙身基础矩形渠
6、圆管护底 0.5圆管涵1K0+268900.610钢筋混凝土圆管涵锥坡锥坡2.540.502.701.9100.200.481.210.884.7739.00219.8028.576.032.140.102K1+110900.57钢筋混凝土圆管涵锥坡锥坡0.900.341.521.3400.200.480.960.471.8319.0043.827.272.320.750.103K1+616900.57钢筋混凝土圆管涵锥坡锥坡0.900.341.521.3400.200.480.960.471.8319.0043.827.272.320.750.104K1+876900.56钢筋混凝土圆管涵锥
7、坡锥坡0.770.341.521.3400.200.480.960.471.5717.0037.566.231.990.640.105K5+140900.58钢筋混凝土圆管涵锥坡锥坡1.030.341.521.3400.200.480.960.472.1021.0050.088.302.650.860.106K6+334900.57钢筋混凝土圆管涵锥坡锥坡0.900.341.521.3400.200.480.960.471.8319.0043.827.272.320.750.107K9+680900.56钢筋混凝土圆管涵锥坡锥坡0.770.341.521.3400.200.480.960.47
8、1.5717.0037.566.231.990.640.108K9+743900.57钢筋混凝土圆管涵锥坡锥坡0.900.341.521.3400.200.480.960.471.8319.0043.827.272.320.750.10小计588.712.8813.3411.291.603.847.934.1717.33170520.2878.4121.947.280.80 0.75圆管涵1K2+809900.75 5.5 钢筋混凝土圆管涵锥坡锥坡1.400.502.701.9100.480.801.470.882.6225.00120.8915.713.321.180.402K3+34690
9、0.758钢筋混凝土圆管涵锥坡锥坡2.030.502.701.9100.480.801.470.883.8233.00175.8422.864.821.710.403K3+392900.757钢筋混凝土圆管涵锥坡锥坡1.780.502.701.9100.480.801.470.883.3430.00153.8620.004.221.500.404K3+436900.757钢筋混凝土圆管涵锥坡锥坡1.780.502.701.9100.480.801.470.883.3430.00153.8620.004.221.500.405K4+260900.757钢筋混凝土圆管涵锥坡锥坡1.780.502.
10、701.9100.480.801.470.883.3430.00153.8620.004.221.500.406K6+145900.759钢筋混凝土圆管涵锥坡锥坡2.290.502.701.9100.480.801.470.884.2936.00197.8225.715.431.930.407K6+283900.758钢筋混凝土圆管涵锥坡锥坡2.030.502.701.9100.480.801.470.883.8233.00175.8422.864.821.710.408K7+520900.756钢筋混凝土圆管涵锥坡锥坡1.520.502.701.9100.480.801.470.882.86
11、27.00131.8817.143.621.280.409K8+020900.756钢筋混凝土圆管涵锥坡锥坡1.520.502.701.9100.480.801.470.882.8627.00131.8817.143.621.280.40小计63.516.134.524.3017.194.327.2013.237.9230.292711395.73 181.4238.2913.593.60 1米圆管涵1K4+8409017钢筋混凝土圆管涵 八字墙 八字墙2.950.662.961.5905.403.302.202.095.0042.00238.7721.806.312.252K8+260901
12、7钢筋混凝土圆管涵 八字墙 八字墙2.950.662.961.5905.403.302.202.095.0042.00238.7721.806.312.253K9+870.990114钢筋混凝土圆管涵 八字墙 八字墙5.890.662.961.5905.403.302.202.0910.0071.00477.5443.6012.634.49小计2811.791.988.884.7716.209.906.606.2720.00155.00955.0887.225.258.99合 计150379473322210281868596287134785304编制:复核:钢钢筋筋计计算算截截面面面面积积
13、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 92.50.0490.0980.1470.1960.2450.2940.3430.3920.4410.03930.0710.1410.2120.2830.3530.4240.4950.5650.6360.05540.1260.2510.3770.5020.6280.7540.8791.0051.1310.09950.1960.390.590.790.981.181.381.571.770.15460.2830.570
14、.851.131.421.701.982.262.550.22270.3850.771.151.541.922.312.693.083.460.30280.5031.011.512.012.523.023.524.024.530.39590.6361.271.912.543.183.824.455.095.720.499100.7851.572.363.143.934.715.506.287.070.617110.9501.902.853.804.755.706.657.608.550.750121.1312.263.394.525.656.787.919.0410.170.888131.32
15、72.653.985.316.647.969.2910.6211.951.040141.5393.084.616.157.699.2310.7712.3013.871.208151.7673.535.307.078.8410.5012.3714.1415.121.390162.0114.026.038.0410.0512.0614.0716.0818.091.578172.2704.546.819.0811.3513.0515.8918.1620.431.780182.5455.097.6310.1712.7215.2617.8020.3622.901.998192.8355.678.5111
16、.3414.1817.0119.8522.6825.522.230203.1426.289.4112.5615.7018.8422.0025.1328.272.466213.4646.9310.3913.8517.3220.7824.2527.7131.172.720223.8017.6011.4015.2019.0022.8126.6130.4134.212.984234.1558.3112.4616.6220.7724.9829.0833.2437.393.260244.5249.0413.5618.0822.6227.1431.6736.1940.713.551254.9099.8214
17、.7319.6424.5429.4534.3639.2744.183.850265.30910.6215.9321.2426.5531.8637.1742.4747.784.170275.72611.4417.1622.9128.6534.3540.0845.8051.534.495286.15312.3218.4724.6330.7936.9543.1049.2655.424.830307.06914.1321.2128.2735.3442.4149.4856.5563.625.550328.04316.0924.1832.1740.2148.2656.3064.3472.386.31034
18、9.07918.1627.2436.3245.4054.4863.5572.6381.717.130359.62019.2428.8638.4848.1057.7267.3476.9686.587.50036 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:JD=264.4ZH=102.052Q=14.9982转角偏向z/-1 y/+1-1T=162.348HY=132.052P=0.1500转角61
19、00L=296.163QZ=250.134A0=61曲线半径250.000E=40.322YH=368.215回旋线长度30.000J=28.533HZ=398.215放样:交点坐标X=2000.0000Y=2000.0000中桩/边桩:-2045来边方位角000A0=0.0000000置仪点坐标X=0Y=264.4后视点坐标X=0Y=0数据结果:桩号X值Y值距离极角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.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