堤防工程工程量计算书

1 计算说明 ................................................ 1 2 分项工程量计算 .......................................... 1 2.1 土方开挖计算 ....................................... 1 2.2 土方回填计算 ....................................... 6 2.3 堤身填筑量计算 ..................................... 6 2.4 M7.5浆砌石计算 .................................... 10 2.5 抛填块石计算 ...................................... 14 2.6 泥结石路面计算 .................................... 16 2.7 草皮护坡计算 ...................................... 20 2.8 C25素混凝土方量计算 ............................... 24 2.9 C25钢筋混凝土方量、钢筋量计算 ..................... 24 2.10 防渗粘土量计算 ................................... 26 3 工程量计算结果汇总 ..................................... 26

1 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 （m2） V-前、后里程间的开挖方量 （m3） 计算断面如下（部分）：

1+10091002.194m217003+000182414242+000550018241.887m20.735m24+00079000.735m26+00017270.579m20.0m213000.735m218243.624m217195+0000.948m20.735m27+0003224280.8m21.015m20.460m28+00094005.840m2

计算表格如下：

桩号间距土方开挖L(m)AAV(m3)0+2003.49100.002.75274.500+3002.00100.001.83183.000+4001.66100.001.58157.500+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+2003.92100.002.73272.901+3001.100.001.47146.501+4001.39100.001.82181.601+5002.24100.001.163.60续表：

桩号间距土方开挖L(m)AAV(m3)1+6001.03100.003.57356.701+7006.10100.003.76375.701+8001.41100.002.14213.901+9002.87100.002.74274.402+0002.62100.002.2.002+1002.46100.003.99398.702+2005.51100.003.46346.202+3001.41100.001.38138.002+4001.35100.001.15115.002+5000.95100.001.21120.502+6001.46200.001.36272.002+8001.26100.001.29128.502+9001.31

桩号间距土方开挖L(m)AAV(m3)100.001.35134.503+0001.3841.001.58.783+0411.7859.001.4384.083+1001.07100.000.8585.253+2000.80.000.6753.803+2800.71120.001.08129.603+4001.45200.002.37473.003+6003.28100.002.28227.503+7001.27100.001.41140.503+8001.100.001.47146.503+9001.39100.002.88287.504+0004.36100.003.45344.9+1002.100.001.92191.9+2001.30

续表：

桩号间距土方开挖L(m)AAV(m3)100.001.27126.504+3001.23100.001.33133.004+4001.43200.001.307.004+6001.100.002.31230.504+7002.97100.002.19219.004+8001.41100.001.10109.504+9000.78100.001.23123.005+0001.68100.001.42141.505+1001.15100.001.29129.005+2001.43100.001.46146.005+3001.49100.001.44144.005+4001.39100.002.07207.005+5002.75100.002.07206.505+6001.38

桩号间距土方开挖L(m)AAV(m3)100.001.30129.505+7001.21100.001.45145.005+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+3327.0968.004.50305.666+4001.90100.006.13612.756+50010.3661.007.70469.556+5615.0439.004.19163.376+6003.34100.002.69268.906+7002.0441.003.63148.6+7415.22堤身土方开挖总量为：18372m3

.

桩号间距土方开挖L(m)AAV(m3)59.006.62390.796+8008.02100.005.73573.306+9003.44100.002.67267.107+0001.90100.002.93292.507+1003.95100.004.775.957+2005.57100.003.57356.957+3001.57100.001.52151.507+4001.46100.001.91190.507+5002.35100.001.61161.007+6000.87100.001.15114.507+7001.42100.002.2.007+8003.86100.003.34333.607+9002.81100.004.33432.608+0005.84工程量18372.49

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：

9V=1806 m3 集水井断面

1061 A=4.484 m2，L= 11.5 m,n=35 A=5.5 m2，L=2.3 m,n=11 A=7.339 m2，L= 3800m

4.484m230765.5m22560V=139 m3

2.1.3 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：

7.339m223902500V=27887 m3

2.1.4 土方开挖计算结果汇总

土方开挖量为：48204 m3

21492.2 土方回填计算

计算公式为：V=A1* L1+ A2* L2，

L 1、L2–迎水面、背水面回填段长度 （m） A 1、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：

0.125m20.18m2 A1=0.125 m2，A2= 0.18m2， L1=4963m，L2=8081m，

V=2075 m3

2.3 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）

2

A1、A2-前、后里程对应断面填筑面积 （m） V-前、后里程间的填筑方量 （m3） 计算断面如下（部分）：

0+80077002+00010000.774m23+000116000.100m24+00013332.555m25+00090000.167m26+00048001.250m27+10061002.958m27+70084001.780m2

0.630m2计算表格如下： （见下页）

桩号0+100间距L(m)100.00堤身填筑AAV(m3)0.000.290.5828.90桩号1+400间距L(m)100.00堤身填筑AAV(m3)0.610.310.0030.500+200100.001+5000.7272.00200.000.000.000.000+300100.000.861.171.49100.001.671.85100.000.930.00100.000.000.00100.000.390.77100.000.660.100.000.270.00200.000.000.00100.001.703.41100.002.01200.75170.250.0027.0065.7038.700.0092.65166.95117.401+700100.000.571.1457.000+4001+800100.000.570.0057.000+5001+900100.000.050.105.000+6002+000100.000.070.047.000+7002+100100.000.020.002.000+8002+200100.000.961.9296.000+9002+300100.001.180.45118.401+0002+400100.000.710.9770.901+2002+500100.001.762.56176.251+3002+600100.001.28127.75

续表：

桩号2+700间距L(m)100.00堤身填筑AAV(m3)0.000.991.9798.60桩号4+000间距L(m)100.00堤身填筑AAV(m3)0.590.1759.352+800100.00100.001.61160.800.080.008.3+100100.002+900100.001.241.902.56100.001.610.67100.002.524.3680.003.993.62120.003.844.06100.002.030.00100.000.000.00100.000.651.30100.002.4.47100.002.751.02274.50288.5065.000.00203.00460.86319.36251.70161.301.950.320.31.904+200100.003+0001.472.31147.2+300100.003+1003.805.30380.3+400100.003+2002.650.00265.004+500100.003+2803.006.00299.9+600100.003+4005.685.36567.9+700100.003+5003.902.433.504+800100.003+6001.901.361.504+900100.003+7001.311.25130.505+000100.003+8001.451.65145.005+1003+900

续表：

桩号5+200间距L(m)100.00堤身填筑AAV(m3)1.140.63113.90桩号6+500间距L(m)200.00堤身填筑AAV(m3)0.000.000.00100.001.672.72167.2561.000.260.5215.955+300100.006+5614.49448.90139.000.370.2351.995+400100.006.265.134.00100.002.991.99100.001.110.23100.002.394.100.002.270.00100.001.482.96100.001.480.00100.000.941.87100.000.940.0093.6593.65147.90147.90227.05238.55110.90299.15512.806+700100.000.110.0011.255+5006+800200.000.000.000.005+6007+000100.000.320.6331.505+7007+100200.002.123.60423.205+8007+300100.002.741.88274.105+9007+400100.001.250.62124.856+0007+500100.001.241.86124.056+1007+600100.001.821.78182.206+2007+700100.000.0.00.006+3007+800工程量

堤身填筑方总量为：10746m3

10745.96

2.4 M7.5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 （m2） 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 1:20.20m2 4+0005+000250020000.818m2 1:20.818m2 1:27+00017268+00050020.696m2 1:0.20m2

计算表格如下：

（见下页）

3+00012000.46m2 6+000240020.997m2 1:

桩号0+000间距L(m)200.00护面浆砌石AAV(m3)0.200.200.2040.00桩号1+600间距L(m)100.00护面浆砌石AAV(m3)0.550.5555.000+200100.00100.000.2121.200.550.5555.001+700100.000+300100.000.220.420.61100.000.600.59100.000.400.20100.000.380.55100.000.550.55100.000.550.55200.000.550.55100.000.550.55100.000.510.48100.000.500.52100.000.0.5553.5049.8551.3555.00110.0055.0055.0037.5039.5560.11.800.550.5555.001+800100.000+4000.380.2037.501+900100.000+5000.200.2020.002+000100.000+6000.380.5537.502+100100.000+7000.380.2037.502+200100.000+8000.380.5537.502+300100.000+9000.380.2037.502+400100.001+1000.380.5537.502+500100.001+2000.490.4248.552+600200.001+3000.420.4384.702+800100.001+4000.440.44.302+900100.001+5000.46.00

续表：

桩号3+000间距L(m)41.00护面浆砌石AAV(m3)0.460.330.2013.53桩号4+300间距L(m)100.00护面浆砌石AAV(m3)0.550.670.7866.703+04159.004+4000.2011.80200.000.760.73151.303+100100.000.200.380.5580.000.550.55120.000.530.51200.000.360.20100.000.200.20100.000.550.90100.000.550.20100.000.510.82100.000.510.20100.000.200.20100.000.3837.5020.0050.9050.9055.1555.1520.0071.0063.6044.0037.504+600100.000.861.0086.303+2004+700100.000.770.5577.353+2804+800100.000.550.5555.003+4004+900100.000.680.8268.403+6005+000100.000.510.2050.903+7005+100100.000.200.2020.003+8005+200100.000.330.4633.153+9005+300100.000.710.9771.4+0005+400100.000.800.80.2+1005+500100.000.650.66.804+2005+600100.000.430.2042.855+700

续表：

桩号间距L(m)100.00护面浆砌石AAV(m3)0.510.8250.90桩号6+900间距L(m)100.00护面浆砌石AAV(m3)0.550.620.7062.305+800200.000.911.00181.507+000100.006+000100.000.710.7371.250.600.2059.857+100100.006+100100.000.0.5563.950.310.4230.907+200100.006+200100.000.550.5555.000.310.2030.907+300100.006+30032.000.0..400.380.5512.007+400100.006+33268.000.0.55.400.490.4333.257+500100.006+400100.000.550.5555.000.310.2031.407+600100.006+50061.000.560.5756.200.380.5522.887+700100.006+56139.000.560.5556.200.380.2014.637+800100.006+600100.000.550.5555.000.380.5537.507+900100.006+70041.000.380.2037.500.550.5522.558+00062.006+74159.000.200.2012.400.510.4629.808+0626+800100.00工程量0.5150.503943.08

湖堤迎水面浆砌石护坡方量为：3943m3

2.4.2 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：

0.4496m2 A=0.4496 m2，L= 8081m，衬砌厚度30cm

V=3633 m3

2.4.3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：34 m3

2.4.4 M7.5浆砌石方量汇总

M7.5浆砌石方量为：7610m3

2.5 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）

3

V-前、后里程间的抛填块石方量 （m） 计算断面如下（部分）：

0+80014301+60020272+50018500.415m2 0.869m2 0.587m2 3+2807+6006+7412557150011252.779m2 0.722m2 0.825m2 计算表格如下：

（见下页）

桩号0+650间距L(m)50.00A0.28抛石AV(m3)0.2814.10桩号1+450间距L(m)50.00A0.34抛石AV(m3)0.3417.200+700100.000.280.350.42100.000.310.20200.000.380.56100.000.0.5350.000.530.53237.1526.35.4076.5030.9534.851+500100.000.340.610.87100.000.500.1350.000.130.13134.306.5049.9560.650+8001+6000+9001+7001+1001+750工程量桩号2+100400.001+200间距L(m)1+250A0.47抛石AV(m3)0.53210.60工程量2+5000.59210.60工程量

桩号3+150间距L(m)50.00A4.47抛石AV(m3)4.47223.35桩号4+000间距L(m)300.00A0.38抛石AV(m3)0.2988.053+20080.004.473.622.7870.002.782.78707.72194.532.844+3000.2188.05工程量3+2803+350工程量

桩号6+332间距L(m)229.00A0.06抛石AV(m3)0.2659.08桩号7+300间距L(m)200.00A0.38抛石AV(m3)0.3365.106+561139.000.450.470.4941.000.600.72159.000.550.39237.213

3

3

7+50065.26100.000.270.550.83200.000.480.41100.000.510.61266.6550.6096.10.856+7007+60024.786+7417+80088.096+9007+900工程量工程量3

3

3

抛填块石方量V=237.15 m+134.30 m+210.60 m+707.72 m+88.05 m+237.21 m

+266.65 m3=1882 m3

2.6 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）：

1+1002+0008.500m路面3+0004.900m路面4+00011.600m路面5+0007.100m路面6+0009.000m路面7+0004.800m路面8+00012.200m路面计算表格如下：

8.800m路面

桩号间距泥结石路面L(m)C(m)CF(m2)0+0005.60200.005.601120.000+2005.60100.004.775.000+3003.90100.009.25925.000+40014.60100.0010.051005.000+5005.50100.006.30630.000+6007.10100.005.10510.000+7003.10100.005.400.000+8007.70100.007.65765.000+9007.60200.008.051610.001+1008.50100.007.50750.001+2006.50100.007.95795.001+3009.40100.007.50750.001+4005.60100.005.50550.001+5005.40

续表：

桩号间距泥结石路面L(m)C(m)CF(m2)100.006.455.001+6007.50100.006.75675.001+7006.00100.008.05805.001+80010.10100.007.75775.001+9005.40100.005.15515.002+0004.90100.007.20720.002+1009.50100.0010.601060.002+20011.70100.008.10810.002+3004.50100.004.445.002+4004.40100.006.50650.002+5008.60100.008.25825.002+6007.90200.008.401680.002+8008.90100.007.30730.002+9005.70100.008.65865.00

桩号3+000间距泥结石路面L(m)C(m)CF(m2)11.6041.0010.509.4059.008.006.60100.008.3010.0080.009.108.20120.008.208.20200.007.957.70100.009.8512.00100.0010.008.00100.009.0010.00100.008.557.10100.007.207.30100.006.806.30100.007.45745.00680.00720.00855.00900.001000.00985.001590.00984.00728.00830.00472.00430.50桩号4+300间距泥结石路面L(m)C(m)CF(m2)8.60100.008.358.10200.009.4010.70100.009.307.90100.007.657.40100.008.209.00100.009.009.00100.008.207.40100.006.555.70100.007.559.40100.008.557.70100.007.407.10100.006.505.90100.006.907.90690.00650.00740.00855.00755.00655.00820.00900.00820.00765.00930.001880.00835.003+0414+4003+1004+6003+2004+7003+2804+8003+4004+9003+6005+0003+7005+1003+8005+2003+9005+3004+0005+4004+1005+5004+2005+6005+700

续表：

桩号泥结石路面间距L(m)C(m)CF(m2)100.007.256.60200.005.704.80100.007.5510.30100.009.057.80100.007.457.1032.006.556.0068.007.008.00100.008.809.6061.009.309.0039.008.808.60100.007.857.1041.007.057.0059.007.558.10100.008.85885.00445.452.05785.00343.20567.30880.00476.00209.60745.00905.00755.001140.00725.00桩号6+900泥结石路面间距L(m)C(m)CF(m2)9.60100.0010.9012.20100.009.156.10100.006.957.80100.007.557.30100.007.507.70100.007.858.00100.008.258.50100.008.458.40100.007.757.10100.008.008.90100.008.858.8081.008.808.8060395.90712.80885.00800.00775.00845.00825.00785.00750.00755.00695.00915.001090.005+8007+0006+0007+1006+1007+2006+2007+3006+3007+4006+3327+5006+4007+6006+5007+7006+5617+8006+6007+9006+7008+0006+7418+0816+800工程量

泥结石路面面积为：60396m2

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+1001:21.118m4+0001:22.236m7+0001:21.565m

计算表格如下：

（见下页）

2+0001:25+0001:22.012m8+0001:21.7m3+0001:26+0001:21.423m1.7m1.118m

桩号0+200草皮护坡间距L(m)C(m)CF(m2)2.24100.001.240.25100.001.091.92100.001.270.62300.000.360.10100.001.282.46200.001.791.12200.001.451.79100.001.451.12100.001.010.100.000.0.100.001.341.79134.15.40100.60145.35290.70357.80127.90107.85127.20108.55124.20桩号1+800草皮护坡间距L(m)C(m)CF(m2)100.000.100.000.780.67100.001.231.79100.001.681.57100.000.910.25100.000.911.57100.000.880.19100.000.761.34100.001.451.57200.001.361.16100.000.820.49100.000.801.1280.3582.30272.20145.3576.3587.5090.8090.80167.70123.0078.251.34134.150+3001+9000+4002+0000+5002+1000+8002+2000+9002+3001+1002+4001+3002+5001+4002+6001+5002+8001+6002+9001+7003+000

续表：

桩号3+041草皮护坡间距L(m)C(m)CF(m2)41.000.6759.000.460.24100.000.631.0380.000.970.91120.001.351.79200.001.571.34100.001.451.57100.001.301.03100.001.071.12100.001.682.24100.002.572.91100.001.550.19100.001.32132.251.60257.15167.70107.40129.75145.35313.10161.77.2063.2526.870.36.67桩号4+300草皮护坡间距L(m)C(m)CF(m2)2.46100.002.682.91200.002.802.68100.002.572.46100.001.570.67100.001.452.24100.002.122.01100.002.462.91100.002.912.91100.002.121.34100.001.491.63100.001.711.79100.001.26125.95171.10148.75212.45290.70245.95212.40145.35156.55257.15559.00268.3+4003+1004+6003+2004+7003+2804+8003+4004+9003+6005+0003+7005+1003+8005+2003+9005+3004+0005+4004+1005+5004+200

续表：

桩号5+600草皮护坡间距L(m)C(m)CF(m2)0.73100.001.041.34100.001.201.05200.001.241.42200.001.311.19132.001.181.1768.001.371.57161.001.792.0139.001.470.92100.001.472.0141.002.122.2459.002.793.34100.002.56256.451.4987.08146.7057.21287.9593.13155.96261.20247.10119.50103.60桩号6+900草皮护坡间距L(m)C(m)CF(m2)1.79100.001.681.57100.001.341.12100.001.231.34100.002.042.73100.002.372.01100.002.242.46100.001.901.34100.000.0.45100.000.781.12100.001.231.34100.001.571.7911415.76156.55123.0078.25.45190.10223.60237.00203.50123.00134.15167.705+7007+0005+8007+1006+0007+2006+2007+3006+3327+4006+4007+5006+5617+6006+6007+7006+7007+8006+7417+9006+8008+000工程量

草皮护坡面积为：11416m2

2.8 C25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：

0.269m2 A=0.269 m2，L= 8081m

V=2177 m3

0.08m2A=0.08 m，L= 8081m

V=5 m3

2

2.8.2 里程碑C25素混凝土方量计算

里程碑C25素混凝土方量为：1.2 m3

2.8.3 C25素混凝土方量汇总

C25素混凝土方量为：2823m3

2.9 C25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=9m V=（A1+ A2+ A3+ A4+ A5）* L=321 m3

7200A1=6.96m2300030004800A2=4.m240009200A3=8.56m218001800180040004000136004000A4=12.48m240002800A5=3.04m24000200018001800

2.9.2 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：

2.1677m2φ2000φ2600A=2.1677 m2，L=13.8m， n=35,

V=1055m3

2.9.3 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7.3m3 集水井个数11个，集水井总C25混凝土方量：81m3

2.9.4 C25钢筋混凝土方量汇总

C25钢筋混凝土方量为：1457m3

2.9.5钢筋量汇总

结构含筋率采用0.08t/m3，钢筋量为：1457 m3*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)

7.523m224502500V=28588m3

A=7.523 m2，L=3800m，

3 工程量计算结果汇总

项目 土方开挖 土方回填 堤身风化料填筑 M7.5浆砌石 抛填块石 工 程 量 表 单位 数量 48204 m3 2075 m3 10746 m3 7610 m3 1882 m3 系数 1.08 1.08 1.08 1.08 1.08 数量 52060 2241 11606 8219 2033 泥结石路面 草皮护坡 C25素混凝土 C25钢筋混凝土 钢筋 防渗处理粘土回填

m2 m2 m3 m3 t m3 60396 11416 2823 1457 117 28588 1.08 1.08 1.08 1.08 1.08 1.08 65228 12329 3049 1574 126 30875