圓管涵工程量自動(dòng)計(jì)算公式

1、錐體護(hù)坡體積計(jì)算U形橋臺(tái)計(jì)算(正交)八字墻計(jì)算鋼筋理論重量曲線放樣錐錐體體護(hù)護(hù)坡坡體體積積計(jì)計(jì)算算單位： m已已知知資資料料：需填數(shù)據(jù)錐坡高H：1護(hù)坡面厚：0.25襟邊寬E：0砂礫墊層：0.1錐基高T：0.75坡比m：1.5：0.588002604坡比n：1：0.785398163基上寬a：0.5+A：0.869029基下寬b：0.75+B：0.505025中中間間結(jié)結(jié)果果：長軸A：1.5圓心角36.86989765短軸B：1圓心角53.130102351/4橢圓面積S： 1.17809725 ao：1.2018504251/4橢圓周長C：1.98247363 bo：1.414213562基礎(chǔ)

2、平均寬：0.625c：1.34544003填土平均高HO：0.22871172 s：0.757446560計(jì)計(jì)算算結(jié)結(jié)果果： 總體積：0.39269908m3錐心填土：0.032m3坡面體積：0.258m3砂礫體積：0.103m3基礎(chǔ)體積：0.929m3勾縫面積：1.539m2bT錐坡基礎(chǔ)大樣THEAEBHTE1:n1:maEU型型橋橋臺(tái)臺(tái)工工程程量量計(jì)計(jì)算算已已知知資資料料：側(cè)墻高H：側(cè)墻頂寬：臺(tái)身X：BO：a：臺(tái)帽a：b：b：h：計(jì)計(jì)算算結(jié)結(jié)果果:臺(tái)身單邊側(cè)墻數(shù)量：扣除后坡數(shù)量： 增加端墻部分：端墻中間部分：扣除臺(tái)帽占用：臺(tái)身體積：臺(tái)背填土7.76AO：6.50.5側(cè)墻內(nèi)坡m：3.51側(cè)墻

3、后坡：48前端墻內(nèi)坡n：80.75基礎(chǔ)A：8.1可不填B：8.83可不填A(yù)：7.3可不填B：7.630HX：6.7699.860基礎(chǔ)基礎(chǔ)高：0.7511.843縱向襟寬：0.59.233橫向襟寬：0.510.213上基體積：42.2690.000下基體積：54.137204.714基礎(chǔ)體積和：96.406基坑開挖U型型橋橋臺(tái)臺(tái)工工程程量量計(jì)計(jì)算算已知背墻垂直背坡m:1求n:1m0 為路基邊坡1:m0值:正八字墻是:擴(kuò)散角+斜角反八字墻是:斜角-擴(kuò)散角已知條件:單位m得出參數(shù):單位m注解:涵洞斜角0正八字墻30正90-60擴(kuò)散角30反八字墻-30反90+60路基邊坡m01.5當(dāng)前30后墻高H13

4、.06正b0.46平行端墻頂寬前墻高H20.9反b0.46垂直頂寬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正正背坡底坡腳長3.55禁邊寬Z0.2正b20.70反反背坡底坡腳長3.55d3.28934反b11.28正八字68度基礎(chǔ)高h(yuǎn)0.6反b20.70反八字68度正八字Z10.22為前端墻面與后背面夾角正八字Z20.23八字端墻間垂距3.2893m 正/反蘭線框內(nèi)為不可填反八字Z10.22三角棱高4.6599m 正/反反八字Z20.23m結(jié)果顯示:單位m3單位m3正八字墻墻身5.00正

5、八字墻墻基礎(chǔ)2.83反八字墻墻身5.00反八字墻墻基礎(chǔ)2.83bbcossin0=mmn反正涵 洞 工 程 數(shù) 量 表(圓管涵)工程名稱：第1頁 共1頁序號(hào)樁號(hào)交角 孔徑 涵長結(jié)構(gòu)類型進(jìn) 出 口工程數(shù)量天然砂礫墊層（m3）管節(jié)接頭、沉降縫(m2)錐坡內(nèi)填土(m3)備注形 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)鋼筋(kg)防腐瀝青(m2)(度) (米) (米)進(jìn)口出口預(yù)制圓管帽石洞口洞口八字墻及錐坡 八字墻及錐坡急流槽截水墻 洞口鋪砌墻身墻基礎(chǔ)墻身基礎(chǔ)矩形渠

6、圓管護(hù)底 0.5圓管涵1K0+268900.610鋼筋混凝土圓管涵錐坡錐坡2.540.502.701.9100.200.481.210.884.7739.00219.8028.576.032.140.102K1+110900.57鋼筋混凝土圓管涵錐坡錐坡0.900.341.521.3400.200.480.960.471.8319.0043.827.272.320.750.103K1+616900.57鋼筋混凝土圓管涵錐坡錐坡0.900.341.521.3400.200.480.960.471.8319.0043.827.272.320.750.104K1+876900.56鋼筋混凝土圓管涵錐

7、坡錐坡0.770.341.521.3400.200.480.960.471.5717.0037.566.231.990.640.105K5+140900.58鋼筋混凝土圓管涵錐坡錐坡1.030.341.521.3400.200.480.960.472.1021.0050.088.302.650.860.106K6+334900.57鋼筋混凝土圓管涵錐坡錐坡0.900.341.521.3400.200.480.960.471.8319.0043.827.272.320.750.107K9+680900.56鋼筋混凝土圓管涵錐坡錐坡0.770.341.521.3400.200.480.960.47

8、1.5717.0037.566.231.990.640.108K9+743900.57鋼筋混凝土圓管涵錐坡錐坡0.900.341.521.3400.200.480.960.471.8319.0043.827.272.320.750.10小計(jì)588.712.8813.3411.291.603.847.934.1717.33170520.2878.4121.947.280.80 0.75圓管涵1K2+809900.75 5.5 鋼筋混凝土圓管涵錐坡錐坡1.400.502.701.9100.480.801.470.882.6225.00120.8915.713.321.180.402K3+34690

9、0.758鋼筋混凝土圓管涵錐坡錐坡2.030.502.701.9100.480.801.470.883.8233.00175.8422.864.821.710.403K3+392900.757鋼筋混凝土圓管涵錐坡錐坡1.780.502.701.9100.480.801.470.883.3430.00153.8620.004.221.500.404K3+436900.757鋼筋混凝土圓管涵錐坡錐坡1.780.502.701.9100.480.801.470.883.3430.00153.8620.004.221.500.405K4+260900.757鋼筋混凝土圓管涵錐坡錐坡1.780.502.

10、701.9100.480.801.470.883.3430.00153.8620.004.221.500.406K6+145900.759鋼筋混凝土圓管涵錐坡錐坡2.290.502.701.9100.480.801.470.884.2936.00197.8225.715.431.930.407K6+283900.758鋼筋混凝土圓管涵錐坡錐坡2.030.502.701.9100.480.801.470.883.8233.00175.8422.864.821.710.408K7+520900.756鋼筋混凝土圓管涵錐坡錐坡1.520.502.701.9100.480.801.470.882.86

11、27.00131.8817.143.621.280.409K8+020900.756鋼筋混凝土圓管涵錐坡錐坡1.520.502.701.9100.480.801.470.882.8627.00131.8817.143.621.280.40小計(jì)63.516.134.524.3017.194.327.2013.237.9230.292711395.73 181.4238.2913.593.60 1米圓管涵1K4+8409017鋼筋混凝土圓管涵 八字墻 八字墻2.950.662.961.5905.403.302.202.095.0042.00238.7721.806.312.252K8+260901

12、7鋼筋混凝土圓管涵 八字墻 八字墻2.950.662.961.5905.403.302.202.095.0042.00238.7721.806.312.253K9+870.990114鋼筋混凝土圓管涵 八字墻 八字墻5.890.662.961.5905.403.302.202.0910.0071.00477.5443.6012.634.49小計(jì)2811.791.988.884.7716.209.906.606.2720.00155.00955.0887.225.258.99合 計(jì)150379473322210281868596287134785304編制:復(fù)核:鋼鋼筋筋計(jì)計(jì)算算截截面面面面積積

13、及及理理論論重重量量直直徑徑計(jì)計(jì)算算截截面面面面積積（cmcm2 2），當(dāng)當(dāng)根根數(shù)數(shù)為為理理論論重重量量(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基基本本資資料料輸輸入入已知:JD=264.4ZH=102.052Q=14.9982轉(zhuǎn)角偏向z/-1 y/+1-1T=162.348HY=132.052P=0.1500轉(zhuǎn)角6100L=296.163QZ=250.134A0=61曲線半徑250.000E=40.322YH=368.215回旋線長度30.000J=28.533HZ=398.215放樣:交點(diǎn)坐標(biāo)X=2000.0000Y=2000.0000中樁/邊樁:-20