堤防工程工程量计算书

'堤防工程工程量计算书目录1计算说明..................................................................................................12分项工程量计算......................................................................................12.1土方开挖计算.................................................................................12.2土方回填计算.................................................................................72.3堤身填筑量计算.............................................................................72.4M7.5浆砌石计算..........................................................................122.5抛填块石计算...............................................................................162.6泥结石路面计算...........................................................................182.7草皮护坡计算...............................................................................232.8C25素混凝土方量计算................................................................272.9C25钢筋混凝土方量、钢筋量计算............................................272.10防渗粘土量计算.........................................................................293工程量计算结果汇总............................................................................301计算说明本计算为江川县星云湖综合治理南岸防洪堤续建工程可研阶段工程量计算，工程等级为Ⅳ级，工程量计算按照《水利水电工程设计工程量计 算规定》SL328-2005进行，本阶段工程量阶段系数按照《水利水电工程设计工程量计算规定》SL328-2005中表1.0.4取用，工程量计算方法采用断面平均法。2分项工程量计算2.1土方开挖计算2.1.1堤身土方开挖计算计算公式为：V=(A1+A2)*(L2-L1)/2，L1、L2-前、后里程（m）A1、A2-前、后里程对应断面开挖面积V-前、后里程间的开挖方量（m3）计算断面如下（部分）：m2）1（1+1009100142417003+000182413005+000182428897+0003224计算表格如下：2+0005500 0.735m24+000790017196+000172794008+0002桩号L(m)0+2003.49100.002.75274.500+3002.00100.001.83183.000+4001.66100.001.58 157.500+5001.49100.002.48248.200+6003.47100.002.87286.700+7002.26100.002.35235.000+8002.44100.003.52352.000+9004.60200.003.40679.401+1002.19100.003.06305.601+2003.92100.002.73 272.901+3001.54100.001.47146.501+4001.39100.001.82181.601+5002.24100.001.64163.60续表：桩号L(m)1+6001.03100.003.57356.701+7006.10100.003.76375.70 1+8001.41100.002.14213.901+9002.87100.002.74274.402+0002.62100.002.54254.002+1002.46100.003.99398.702+2005.51 100.003.46346.202+3001.41100.001.38138.002+4001.35100.001.15115.002+5000.95100.001.21120.502+6001.46200.001.36 272.002+8001.26100.001.29128.502+9001.313桩号L(m)100.001.35134.503+0001.3841.001.5864.783+0411.7859.00 1.4384.083+1001.07100.000.8585.253+2000.6480.000.6753.803+2800.71120.001.08129.603+4001.45200.002.37473.003+6003.28100.002.28227.503+7001.27100.001.41140.503+8001.54100.00 1.47146.503+9001.39100.002.88287.504+0004.36100.003.45344.954+1002.54100.001.92191.954+2001.30续表：桩号L(m)100.001.27126.504+3001.23100.001.33133.00 4+4001.43200.001.54307.004+6001.64100.002.31230.504+7002.97100.002.19219.004+8001.41100.001.10109.504+9000.78 100.001.23123.005+0001.68100.001.42141.505+1001.15100.001.29129.005+2001.43100.001.46146.005+3001.49100.001.44 144.005+4001.39100.002.07207.005+5002.75100.002.07206.505+6001.384桩号间距L(m)A100.001.30129.505+7001.21100.001.45 145.005+8001.69200.001.37273.006+0001.04100.001.14113.506+1001.23100.001.40140.006+2001.57100.003.36335.806+3005.1532.006.12195.786+3327.0968.004.50 305.666+4001.90100.006.13612.756+50010.3661.007.70469.556+5615.0439.004.19163.376+6003.34100.002.69268.906+7002.0441.003.63148.896+7415.22桩号间距L(m)A59.006.62390.79 6+8008.02100.005.73573.306+9003.44100.002.67267.107+0001.90100.002.93292.507+1003.95100.004.76475.957+2005.57100.00 3.57356.957+3001.57100.001.52151.507+4001.46100.001.91190.507+5002.35100.001.61161.007+6000.87100.001.15114.50 7+7001.42100.002.64264.007+8003.86100.003.34333.607+9002.81100.004.33432.608+0005.84工程量5堤身土方开挖总量为：18372m3.2.1.2涵洞、集水井土石方开挖计算计算公式为：V=A*L*n， L–开挖断面长度（m）A-开挖断面面积（m2）n-结构个数V-开挖方量（m3）计算断面如下：涵洞断面：4.484m261A=4.484m2，L=11.5m,n=35V=1806m3集水井断面5.5m241A=5.5m2，L=2.3m,n=11V=139m32.1.3防渗处理土方开挖计算计算公式为：V=A*L，L–防渗处理长度（m）A-开挖断面面积（m2）V-开挖方量（m3）计算断面如下：7.339m2A=7.339m2，L=3800mV=27887m36 2.1.4土方开挖计算结果汇总土方开挖量为：48204m32.2土方回填计算计算公式为：V=A1*L1+A2*L2，L1、L2–迎水面、背水面回填段长度（m）A1、A2–迎水面、背水面回填断面面积（m2）V-开挖方量（m3）计算断面如下：0.125m20.18m2A1=0.125m2，A2=0.18m2，L1=4963m，L2=8081m，V=2075m32.3堤身填筑量计算计算公式为：V=(A1+A2)*(L2-L1)/2，L1、L2-前、后里程（m）A1、A2-前、后里程对应断面填筑面积（m2）V-前、后里程间的填筑方量（m3）计算断面如下（部分）：70+80077000.774m23+000116002.555m25+0009000 7+1006100计算表格如下：（见下页）2+00010004+00013336+00048007+70084008桩号间距L(m)A桩号间距L(m)A0+1000.001+4000.61100.000.2928.90100.000.3130.500+2000.581+5000.00100.000.7272.00200.000.000.000+3000.861+7000.00100.001.17117.40100.000.5757.000+4001.491+8001.14100.001.67166.95100.000.5757.000+5001.851+9000.00100.000.9392.65100.000.055.000+6000.002+0000.10100.000.000.00100.000.077.000+7000.002+1000.04100.000.3938.70100.000.022.000+8000.772+2000.00 100.000.6665.70100.000.9696.000+9000.542+3001.92100.000.2727.00100.001.18118.401+0000.002+4000.45200.000.000.00100.000.7170.901+2000.002+5000.97100.001.70170.25100.001.76176.251+3003.412+6002.56100.002.01200.75100.001.28127.759续表：桩号间距L(m)A桩号间距L(m)A2+7000.00100.000.5959.35100.000.9998.604+0000.172+8001.97100.000.088.35100.001.61160.804+1000.002+9001.24100.000.3231.90100.001.90189.954+2000.643+0002.56100.001.47147.25100.001.61161.304+3002.313+1000.67100.003.80380.35100.002.52251.704+4005.303+2004.36100.002.65265.00 80.003.99319.364+5000.003+2803.62100.003.00299.95120.003.84460.864+6006.003+4004.06100.005.68567.95100.002.03203.004+7005.363+5000.00100.003.90389.50100.000.000.004+8002.433+6000.00100.001.90189.50100.000.6565.004+9001.363+7001.30100.001.31130.50100.002.89288.505+0001.253+8004.47100.001.45145.00100.002.75274.505+1001.653+9001.0210续表：桩号间距堤身填筑L(m)A桩号间距堤身填筑L(m)A100.001.14113.90200.000.000.005+2000.636+5000.00100.001.67167.2561.000.2615.955+3002.726+5610.52 100.004.49448.90139.000.3751.995+4006.266+7000.23100.005.13512.80100.000.1111.255+5004.006+8000.00100.002.99299.15200.000.000.005+6001.997+0000.00100.001.11110.90100.000.3231.505+7000.237+1000.63100.002.39238.55200.002.12423.205+8004.547+3003.60100.002.27227.05100.002.74274.105+9000.007+4001.88100.001.48147.90100.001.25124.856+0002.967+5000.62100.001.48147.90100.001.24124.056+1000.007+6001.86100.000.9493.65100.001.82182.206+2001.877+7001.78100.000.9493.65100.000.8989.006+3000.007+8000.00工程量11 堤身填筑方总量为：10746m32.4M7.5浆砌石计算2.4.1湖堤迎水面浆砌石护坡计算计算公式为：V=(A1+A2)*(L2-L1)/2，L1、L2-前、后里程（m）A1、A2-前、后里程对应断面浆砌石面积V-前、后里程间的浆砌石方量（m3）计算断面如下（部分）：19001+1002+0005000.550m2:24+0005+00020000.818m220.818m27+00017268+0005000.696m220.20m2计算表格如下：（见下页）m2）3+00012000.46m26+0000.997m2（12桩号桩号0.2040.000.550.200.5555.000.220.5555.00 0.4241.800.550.6060.150.200.3837.500.550.550.3837.500.5555.000.550.550.200.550.4948.550.480.4284.700.5049.850.430.550.4646.0013续表：桩号桩号41.000.3313.530.6766.7059.000.2011.800.76151.300.3837.500.8686.300.551.0080.000.5544.000.7777.350.550.550.510.550.3671.000.6868.400.2020.000.5150.900.5555.150.2020.00 0.900.200.5555.150.3333.150.200.460.820.970.200.640.2020.000.6564.800.3837.500.4342.850.2014续表：桩号L(m)桩号L(m)100.000.5150.906+9000.555+8000.82100.000.6262.30200.000.91181.507+0000.706+0001.00100.000.7171.25100.000.6059.857+1000.736+1000.20100.000.6463.95100.000.3130.907+2000.556+2000.42100.000.5555.00100.000.3130.907+3000.556+3000.20100.000.5454.4032.000.3812.007+4000.546+3320.55100.000.5454.40 68.000.4933.257+5000.556+4000.43100.000.5555.00100.000.3131.407+6000.556+5000.20100.000.5656.2061.000.3822.887+7000.576+5610.55100.000.5656.2039.000.3814.637+8000.556+6000.20100.000.5555.00100.000.3837.507+9000.556+7000.55100.000.3837.5041.000.5522.558+0000.206+7410.5562.000.2012.4059.000.5129.808+0620.206+8000.46100.000.5150.5015湖堤迎水面浆砌石护坡方量为：3943m32.4.2沿湖堤浆砌石排水沟方量计算计算公式为：V=A*L，L–排水沟总长度（m）A–浆砌石衬砌断面面积（m2）V-浆砌石方量（m3）计算断面如下： 0.4496m2A=0.4496m2，L=8081m，衬砌厚度30cmV=3633m32.4.3湖堤局部浆砌石整治方量计算湖堤局部浆砌石整治方量初步估计为：34m32.4.4M7.5浆砌石方量汇总M7.5浆砌石方量为：7610m32.5抛填块石计算计算公式为：V=(A1+A2)*(L2-L1)/2，L1、L2-前、后里程（m）A1、A2-前、后里程对应抛填块石面积（m2）V-前、后里程间的抛填块石方量（m3）计算断面如下（部分）：0+8001+600143020272+50018503+28025576+7417+6001125150016计算表格如下：（见下页）桩号间距抛石抛石L(m)桩号间距 L(m)0+6500.281+4500.3450.000.2814.1050.000.3417.200+7000.281+5000.34100.000.3534.85100.000.6160.650+8000.421+6000.87100.000.3130.95100.000.5049.950+9000.201+7000.13200.000.3876.5050.000.136.501+1000.561+7500.13100.000.5454.40工程量134.301+2000.5350.000.5326.35桩号间距抛石L(m)1+2500.532+1000.47工程量237.15400.000.53210.602+5000.59210.6017桩号3+150L(m)50.00 4.474.47223.35桩号4+000L(m)300.000.380.2988.053+20080.004.473.622.7870.002.782.78707.72194.53289.844+3000.2188.05 工程量3+2803+350桩号6+332间距L(m)229.00A0.06抛石0.2659.08桩号7+300间距L(m)200.00A0.38抛石0.3365.106+561 139.000.450.470.4941.000.600.72159.000.550.39237.213337+50065.26100.000.270.550.83200.000.48 0.41100.000.510.61266.6550.6096.1054.856+7007+60024.786+7417+80088.096+9007+900工程量工程量333抛填块石方量V=237.15m+134.30m+210.60m+707.72m+88.05m+237.21m+266.65m3=1882m32.6泥结石路面计算计算公式为：V=(C1+C2)*(L2-L1)/2，L1、L2-前、后里程（m）C1、C2-前、后里程对应路面宽度（m）F-前、后里程间的泥结石路面面积（m2）计算断面如下（部分）： 181+1008.500m路面3+00011.600m路面5+0009.000m路面7+00012.200m路面计算表格如下：2+0004.900m路面4+0007.100m路面6+0004.800m路面8+0008.800m路面19桩号续表：桩号20桩号桩号21续表：泥结石路面面积为：60396m222 2.7草皮护坡计算计算公式为：V=(C1+C2)*(L2-L1)/2，L1、L2-前、后里程（m）C1、C2-前、后里程对应断面草皮护坡长度（m）F-前、后里程间的草皮护坡面积（m2）计算断面如下（部分）：1+10021.118m4+0001:27+0001:2计算表格如下：（见下页）2+000125+0001:28+0001:21:26+0001:2231.789m3+0001.118m桩号0+200L(m)2.24100.001.240.25100.001.09 1.92100.001.270.62300.000.360.10100.001.282.46200.001.791.12200.001.451.79100.001.451.12100.001.010.89 100.000.890.89100.001.341.79134.1589.40100.60145.35290.70357.80127.90107.85127.20108.55124.20桩号1+800L(m)100.000.89100.000.780.67100.001.231.79100.001.681.57100.00 0.910.25100.000.911.57100.000.880.19100.000.761.34100.001.451.57200.001.361.16100.000.820.49100.000.80 1.1280.3582.30272.20145.3576.3587.5090.8090.80167.70123.0078.251.34134.150+3001+9000+4002+0000+5002+1000+8002+2000+9002+3001+1002+4001+3002+5001+4002+6001+5002+800 1+6002+9001+7003+00024续表：桩号间距L(m)41.000.890.6759.000.460.24100.000.631.0380.000.970.91120.001.35 1.79200.001.571.34100.001.451.57100.001.301.03100.001.071.12100.001.682.24100.002.572.91100.001.550.19 100.001.32132.25154.60257.15167.70107.40129.75145.35313.10161.6477.2063.2526.8736.67桩号4+300间距L(m)2.46100.002.682.91200.002.802.68100.002.572.46100.001.570.67100.00 1.452.24100.002.122.01100.002.462.91100.002.912.91100.002.121.34100.001.491.63100.001.711.79100.001.26 125.95171.10148.75212.45290.70245.95212.40145.35156.55257.15559.00268.353+0414+4003+1004+6003+2004+7003+2804+8003+4004+9003+6005+0003+7005+1003+8005+2003+9005+3004+000 5+4004+1005+5004+20025续表：桩号0.73100.001.041.34100.001.201.05200.001.241.42200.001.311.19132.001.18 1.1768.001.371.57161.001.792.0139.001.470.92100.001.472.0141.002.122.2459.002.793.34100.002.56 256.45164.4987.08146.7057.21287.9593.13155.96261.20247.10119.50103.60桩号1.79100.001.681.57100.001.341.12100.001.231.34100.002.042.73100.002.372.01100.002.242.46100.00 1.901.34100.000.890.45100.000.781.12100.001.231.34100.001.571.79156.55123.0078.2589.45190.10223.60237.00203.50123.00134.15167.706+2007+3006+5617+6006+7417+9006+8008+00026草皮护坡面积为：11416m22.8C25素混凝土方量计算 2.8.1路缘石C25素混凝土方量计算计算公式为：V=A*L，L–路缘石总长度（m）A–衬砌断面面积（m2）V-C25混凝土方量（m3）计算断面如下：0.269m2A=0.269m2，L=8081mV=2177m30.08m2A=0.08m2，L=8081mV=645m32.8.2里程碑C25素混凝土方量计算里程碑C25素混凝土方量为：1.264m32.8.3C25素混凝土方量汇总C25素混凝土方量为：2823m32.9C25钢筋混凝土方量、钢筋量计算2.9.1桥涵C25钢筋混凝土方量计算公式为：V=∑A*L，L–路缘石总长度（m）∑A–衬砌断面面积和（m2）V-C25钢筋混凝土方量（m3）计算断面如下：(见下页)A1=m2，A2=m2，A3=m2，A4=m2，A5=m2，L=9mV=（A1+A2+A3+ A4+A5）*L=321m3277200A1=6.96m2084800A2=4.64m208A3=8.56m20813600A4=12.48m208A5=3.04m2082.9.2涵洞C25钢筋混凝土方量计算公式为：V=A*L*n，L–单个涵洞长度（m）A–衬砌断面面积（m2）n-结构个数V-C25钢筋混凝土方量（m3）计算断面如下：282.1677m22600002 φA=2.1677m2，L=13.8m，n=35,V=1055m32.9.3集水井C25钢筋混凝土方量集水井净尺寸（长×宽×高）：2m×2m×2m，衬砌厚度30cm，单个集水井衬砌量7.364m3集水井个数11个，集水井总C25混凝土方量：81m32.9.4C25钢筋混凝土方量汇总C25钢筋混凝土方量为：1457m32.9.5钢筋量汇总结构含筋率采用0.08t/m3，钢筋量为：1457m3*0.08t/m3=117t。2.10防渗粘土量计算计算公式为：V=A*L，L–防渗处理长度（m）A–防渗粘土面积（m2）V-防渗粘土方量（m3）计算断面如下：(见下页)7.523m2054A=7.523m2，L=3800m，V=28588m3293工程量计算结果汇总30'