堤防工程施工工程施工量计算书

1、-.优选-目 录计算说明 1分项工程量计算1土方开挖计算1土方回填计算8堤身填筑量计算8M7.5 浆砌石计算15抛填块石计算21泥结石路面计算24草皮护坡计算31C25 素混凝土方量计算38C25 钢筋混凝土方量、钢筋量计算39防渗粘土量计算41工程量计算结果汇总42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 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 进展，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。分项工程量计算土方开挖计算堤身土方开

2、挖计算计算公式为： V=(A1+A2)* (L2-L1)/2， L1、L2- 前、后里程mA1、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 计算断面如下局部：1+1002+00091001424550018242.194m23+0001.887m20.735m24+0001700182479000.640m20.735m23.624m20.735m213005+000182417196+00017270.948m20.735m20.460m20.579m27+0008+00028890.889m232241.015m294005.840m2计算表格如下：桩号间距土

3、方开挖桩号间距土方开挖L(m)AAV(m3)0+2003.49L(m)AAV(m3)1+6001.03100.002.75274.50100.003.57356.700+3002.001+7006.10100.001.83183.00100.003.76375.700+4001.661+8001.41100.001.58157.50100.002.14213.900+5001.491+9002.87100.002.48248.20100.002.74274.400+6003.472+0002.62100.002.87286.70100.002.54254.000+7002.262+1002.4

4、6100.002.35235.00100.003.99398.700+8002.442+2005.51100.003.52352.00100.003.46346.200+9004.602+3001.41200.003.40679.40100.001.38138.001+1002.192+4001.35100.003.06305.60100.001.15115.001+2003.922+5000.95100.002.73272.90100.001.21120.501+3001.542+6001.46100.001.47146.50200.001.36272.001+4001.392+8001.2

5、6100.001.82181.60100.001.29128.501+5002.242+9001.31100.001.64163.60续表：桩号间距土方开挖桩号间距土方开挖L(m)AAV(m3)L(m)AAV(m3)100.001.35134.50100.001.27126.503+0001.384+3001.2341.001.5864.78100.001.33133.003+0411.784+4001.4359.001.4384.08200.001.54307.003+1001.074+6001.64100.000.8585.25100.002.31230.503+2000.644+7002

6、.9780.000.6753.80100.002.19219.003+2800.714+8001.41120.001.08129.60100.001.10109.503+400200.001.452.37473.004+900100.000.781.23123.003+600100.003.282.28227.505+000100.001.681.42141.503+700100.001.271.41140.505+100100.001.151.29129.003+8001.545+2001.43100.001.47146.50100.001.46146.003+9001.395+3001.4

7、9100.002.88287.50100.001.44144.004+0004.365+4001.39100.003.45344.95100.002.07207.004+1002.545+5002.75100.001.92191.95100.002.07206.504+2001.305+6001.38续表：桩号间距土方开挖桩号间距土方开挖L(m)AAV(m3)100.001.30129.505+7001.21L(m)AAV(m3)59.006.62390.796+8008.02100.001.45145.005+8001.69100.005.73573.306+9003.44200.001.3

8、7273.006+0001.04100.002.67267.107+0001.90100.001.14113.506+1001.23100.002.93292.507+1003.95100.001.40140.00100.004.76475.956+2001.577+2005.57100.003.36335.80100.003.57356.956+3005.157+3001.5732.006.12195.78100.001.52151.506+3327.097+4001.4668.004.50305.66100.001.91190.506+4001.907+5002.35100.006.136

9、12.75100.001.61161.006+50061.0010.367.70469.557+600100.000.871.15114.506+56139.005.044.19163.377+700100.001.422.64264.006+6003.347+8003.86100.002.69268.90100.003.34333.606+7002.047+9002.8141.003.63148.89100.004.33432.606+7415.228+0005.84工程量18372.493堤身土方开挖总量为： 18372m .涵洞、集水井土石方开挖计算计算公式为： V=A* L*n，2L

10、开挖断面长度mA - 开挖断面面积m n- 构造个数V- 开挖方量m3计算断面如下： 涵洞断面：4.484m203076169541A=4.484 m2，L= 11.5 m,n=35V=1806 m3集水井断面15.5m29422560V= m3A=5.5 m2 ，L=2.3 m,n=11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mA - 开挖断面面积m2V- 开挖方量m3计算断面如下：07.339m29322500V=27887 m3A=7.339 m2 ，L= 3800m土方开挖计算结果汇总3土方开挖量为： 48204 m土方回填计算计算公式为： V=A1* L1+

11、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：0.125m20.18m2A1=0.125 m2， A2= 0.18m2， L1=4963m， L2=8081m，3V=2075 m堤身填筑量计算计算公式为： V=(A1+A2)* (L2-L1)/2， L1、L2- 前、后里程mA1、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 计算断面如下局部：0+8002+000770010000.774m20.100m23+0004+0001160013332.555m20.167m25+0006

12、+000900048001.250m22.958m27+1007+700610084000.630m21.780m2计算表格如下：见下页L(m)AAV(m3)L(m)AAV(m3)0+1000.001+4000.61100.000.2928.90100.000.3130.500+2000.581+5000.000+300100.000.860.7272.001+700200.000.000.000.000+400100.001.491.17117.401+800100.001.140.5757.00100.001.67166.95100.000.5757.000+5001.851+9000.0

13、0100.000.9392.65100.000.055.000+6000.002+0000.10100.000.000.00100.000.077.000+7000.002+1000.04100.000.3938.70100.000.022.000+8000.772+2000.00100.000.6665.70100.000.9696.000+9000.542+3001.92100.000.2727.00100.001.18118.401+0000.002+4000.45200.000.000.00100.000.7170.901+2000.002+5000.97100.001.70170.2

14、5100.001.76176.251+3003.412+6002.56100.002.01200.75100.001.28127.75桩号间距堤身填筑桩号间距堤身填筑续表：L(m)AAV(m3)L(m)AAV(m3)2+700100.000.000.9998.604+000100.000.170.5959.352+8002+900100.001.971.241.61160.804+100100.00100.000.000.080.328.3531.903+000100.002.561.90189.954+200100.000.641.47147.253+100100.00100.000.671

15、.612.52161.30251.704+3004+400100.002.315.303.80380.353+20080.004.363.99319.364+500100.000.002.65265.003+2803+400120.003.624.063.84460.864+600100.00100.006.003.005.68299.95567.95100.002.03203.004+7005.363+5000.00100.003.90389.503+600100.00100.000.000.000.650.0065.004+8004+900100.002.431.361.90189.503

16、+700100.001.302.89288.505+000100.001.251.31130.503+8003+900100.004.471.022.75274.505+100100.001.651.45145.00桩号间距堤身填筑桩号间距堤身填筑续表：桩号间距堤身填筑桩号间距堤身填筑L(m)AAV(m3)L(m)AAV(m3)100.001.14113.90200.000.000.005+2000.636+5000.00100.001.67167.2561.000.2615.955+3002.726+5610.52100.004.49448.90139.000.3751.995+4006.2

17、66+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+000100.002

18、.961.48147.907+500100.000.621.24124.056+100100.000.000.9493.657+600100.001.861.82182.206+2001.877+7001.78100.000.9493.65100.000.8989.006+3000.007+8000.00工程量10745.963堤身填筑方总量为： 10746mM7.5 浆砌石计算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mA1、A2- 前、后里程对应断面浆砌石面积m2V- 前、后里程间的浆砌石方量m3计算断面如下局部：1+1002

19、+0003+000190050012001: 20.550m20.20m20.46m24+0005+0006+0002500200024001: 20.818m21: 21: 20.818m20.997m27+0008+00017265001: 20.696m20.20m2计算表格如下：见下页桩号间距护面浆砌石桩号间距护面浆砌石0+0000+2000+3000+4000.61100.000.3837.50100.000.6060.151+9000.200+5000.59100.000.2020.00100.000.4039.552+0000.200+6000.20100.000.3837.50

20、100.000.3837.502+1000.550+7000.55100.000.3837.50100.000.5555.002+2000.200+8000.55100.000.3837.50100.000.5555.002+3000.550+9000.55100.000.3837.50200.000.55110.002+4000.201+1000.55100.000.3837.50100.000.5555.002+5000.551+2000.55100.000.4948.55100.000.5151.352+6000.421+3000.48200.000.4284.70100.000.504

21、9.852+8000.431+4000.52100.000.4444.30100.000.5453.502+9000.461+5000.55100.000.4646.00L(m)AAV(m3)L(m)AAV(m3)0.20100.000.5555.00200.000.200.2040.001+600100.000.550.5555.00100.000.220.2121.201+700100.000.550.5555.00100.000.4241.801+8000.55续表：L(m)AAV(m3)L(m)AAV(m3)3+0000.464+3000.5541.000.3313.53100.000

22、.6766.703+0410.204+4000.7859.000.2011.80200.000.76151.303+100100.000.200.3837.504+600100.000.730.8686.303+2000.554+7001.0080.000.5544.00100.000.7777.353+2800.554+8000.55120.000.5363.60100.000.5555.003+4000.514+9000.55200.000.3671.00100.000.6868.403+6000.205+0000.82100.000.2020.00100.000.5150.903+700

23、0.205+1000.20100.000.5555.15100.000.2020.003+8000.905+2000.20100.000.5555.15100.000.3333.153+9000.205+3000.46100.000.5150.90100.000.7171.454+0000.825+4000.97100.000.5150.90100.000.8080.254+1000.205+5000.64100.000.2020.00100.000.6564.804+200100.000.200.3837.505+600100.000.660.4342.855+7000.20桩号间距护面浆砌

24、石桩号间距护面浆砌石续表：100.000.6059.857+1000.736+1000.20100.000.6463.95100.000.3130.907+2000.556+2000.42100.000.5555.006+300100.000.200.3130.907+300100.000.550.5454.40100.000.430.3131.407+600100.000.550.5555.000.20100.000.5656.2061.000.3822.887+7000.570.55100.000.5656.2039.000.200.3814.637+800100.000.550.5555

25、.00桩号间距L(m)100.00护面浆砌石AA0.51V(m3)50.90桩号间距L(m)护面浆砌石6+900A0.55AV(m3)5+8000.82100.000.6262.30200.000.91181.507+0000.706+0001.00100.000.7171.2532.000.3812.007+4000.546+3320.55100.000.5454.4068.000.4933.257+5000.556+4006+5006+5616+600100.000.3837.507+9000.556+7000.55100.000.3837.5041.000.5522.558+0000.2

26、06+7410.5562.000.2012.4059.000.5129.806+8000.468+062工程量0.203943.08100.000.5150.503湖堤迎水面浆砌石护坡方量为：3943m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mA 浆砌石衬砌断面面积m2V- 浆砌石方量m3 计算断面如下：0.4496m2A=0.4496 m2， L= 8081m，衬砌厚度 30cmV=3633 m3湖堤局部浆砌石整治方量计算3湖堤局部浆砌石整治方量初步估计为：34 mM7.5 浆砌石方量汇总M7.5 浆砌石方量为： 7610m3抛填块石计算计算公式为： V=(A1

27、+A2)* (L2-L1)/2， L1、L2- 前、后里程mA1、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计算断面如下局部：0+8001+6002+5001430202718500.415m20.869m20.587m23+2806+7417+6002557112515002.779m20.722m20.825m2计算表格如下：见下页L(m)AAV(m3)L(m)AAV(m3)0+6500.281+4500.3450.000.2814.1050.000.3417.200+7000.281+5000.34100.000.3534.85100.000.6160.

28、650+8000.421+6000.87100.000.3130.95100.000.5049.950+9000.201+7000.13200.000.3876.5050.000.136.50桩号间距抛石桩号间距抛石1+1000.56100.000.5454.401+2000.531+7500.13工程量间距134.30抛石50.000.5326.35桩号L(m)AAV(m3)1+2500.53工程量237.152+1000.47400.000.53210.602+5000.59工程量210.60桩号间距抛石桩号间距抛石L(m)AAV(m3)L(m)AAV(m3)3+1504.474+0000

29、.3850.004.47223.353+2004.47300.000.2988.054+3000.2180.003.62289.843+2802.78工程量88.0570.002.78194.533+3502.78工程量707.72L(m)AAV(m3)L(m)AAV(m3)6+3320.067+3000.38229.000.2659.08200.000.3365.106+5610.457+5000.276+700139.000.490.4765.267+600100.000.830.5554.8541.000.6024.78200.000.4896.106+7410.727+8000.411

30、59.000.5588.09100.000.5150.606+9000.397+9000.61桩号间距抛石桩号间距抛石工程量237.21工程量266.65333333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=1882m3泥结石路面计算计算公式为： V=(C1+C2)* (L2-L1)/2， L1、L2- 前、后里程mC1、C2-前、后里程对应路面宽度mF-前、后里程间的泥结石路面面积m2计算断面如下局部：1+1002+0008.500m路面4.900m路面3+0004+00011.600m

31、路面7.100m路面5+0009.000m路面6+0004.800m路面7+0008+00012.200m路面8.800m路面计算表格如下：L(m)C(m)CF(m2)L(m)C(m)CF(m2)0+0005.60100.006.45645.000+200200.005.605.601120.001+600100.007.506.75675.00100.004.75475.001+7006.000+3003.90100.008.05805.00100.009.25925.001+80010.100+40014.60100.007.75775.00100.0010.051005.001+9005

32、.400+5005.50100.005.15515.00100.006.30630.002+0004.900+6007.10100.007.20720.00100.005.10510.002+1009.500+7003.10100.0010.601060.00100.005.40540.002+20011.700+8007.70100.008.10810.00100.007.65765.002+3004.500+9007.60100.004.45445.00200.008.051610.002+4004.401+1008.50100.006.50650.00100.007.50750.002+

33、5008.601+2006.50100.008.25825.00100.007.95795.002+6007.901+3009.40200.008.401680.00100.007.50750.002+8008.901+4005.60100.007.30730.00100.005.50550.002+9005.701+5005.40100.008.65865.00桩号间距泥结石路面桩号间距泥结石路面续表：L(m)C(m)CF(m2)L(m)C(m)CF(m2)3+00011.604+3008.6041.0010.50430.50100.008.35835.003+0419.404+4008.1

34、059.008.00472.00200.009.401880.003+1006.60100.008.30830.004+600100.0010.709.30930.003+20010.004+7007.9080.009.10728.00100.007.65765.003+2808.20120.008.20984.004+800100.007.408.20820.003+4008.204+9009.00200.007.951590.00100.009.00900.003+6007.705+0009.00100.009.85985.00100.008.20820.003+70012.00100.0

35、010.001000.005+100100.007.406.55655.003+8008.005+2005.70100.009.00900.00100.007.55755.003+90010.005+3009.40100.008.55855.00100.008.55855.004+0007.105+4007.70100.007.20720.00100.007.40740.004+1007.30100.006.80680.005+500100.007.106.50650.004+2006.305+6005.90100.007.45745.00100.006.90690.005+7007.90桩号

36、间距泥结石路面桩号间距泥结石路面续表：桩号间距L(m)泥结石路面C(m)CF(m2)间距桩号L(m)泥结石路面C(m)CF(m2)100.007.25725.006+9009.605+8006.60100.0010.901090.00200.005.701140.007+00012.206+0004.80100.009.15915.00100.007.55755.007+1006.106+10010.30100.006.95695.00100.009.05905.007+2007.806+2007.80100.007.55755.00100.007.45745.007+3007.306+300

37、7.10100.007.50750.0032.006.55209.607+4007.706+3326.00100.007.85785.0068.007.00476.007+5008.006+4008.00100.008.25825.00100.008.80880.007+6008.506+5009.60100.008.45845.006+56161.009.009.30567.307+700100.008.407.75775.0039.008.80343.207+8007.106+6008.60100.008.00800.00100.007.85785.007+9008.906+7007.10

38、100.008.85885.0041.007.05289.058+0008.806+7417.0081.008.80712.8059.007.55445.458+0818.806+8008.10100.008.85885.00工程量60395.902泥结石路面面积为： 60396m草皮护坡计算计算公式为： V=(C1+C2)* (L2-L1)/2， L1、L2- 前、后里程mC1、C2-前、后里程对应断面草皮护坡长度mF- 前、后里程间的草皮护坡面积m2计算断面如下局部：1+1002+0003+0001: 21: 21: 21.118m1.789m1.118m4+0005+0006+0001:

39、 21: 21: 22.236m2.012m1.423m7+0008+0001: 21: 21.565m1.789m计算表格如下：见下页桩号间距草皮护坡桩号间距草皮护坡CF(m2)1.24124.201.09108.551.27127.200.36107.851.28127.901.79357.801.45290.701.45145.351.01100.600.8989.401.34134.15CF(m2)1.34134.150.7878.251.23123.001.68167.700.9190.800.9190.800.8887.500.7676.351.45145.35L(m) C(m)0

40、+2002.24100.000+3000.25100.000+4001.92100.000+5000.62300.000+8000.10100.000+9002.46200.001+1001.12200.001+3001.79100.001+4001.12100.001+5000.89100.001+6000.89100.001+7001.79L(m) C(m)100.001+8000.89100.001+9000.67100.002+0001.79100.002+1001.57100.002+2000.25100.002+3001.57100.002+4000.19100.002+5001.

41、34100.002+6001.57200.001.36272.202+8001.16100.000.8282.302+9000.49100.000.8080.353+0001.12续表：L(m)C(m)CF(m2)L(m)C(m)CF(m2)3+04141.000.670.8936.674+300100.002.462.68268.353+10059.000.240.4626.874+400200.002.912.80559.003+200100.001.030.6363.254+600100.002.682.57257.1580.000.9777.204+7002.463+2800.9110

42、0.001.57156.55120.001.35161.644+8000.673+4001.79100.001.45145.353+600200.001.341.57313.104+900100.002.242.12212.403+700100.001.571.45145.355+000100.002.012.46245.95100.001.30129.755+1002.913+8001.03100.002.91290.70100.001.07107.405+2002.913+9001.12100.002.12212.454+000100.002.241.68167.705+300100.00

43、1.341.49148.754+100100.002.912.57257.155+400100.001.631.71171.104+200100.000.191.55154.605+500100.001.791.26125.95100.001.32132.25桩号间距草皮护坡桩号间距草皮护坡续表：桩号间距草皮护坡桩号间距草皮护坡L(m)C(m)CF(m2)L(m)C(m)CF(m2)5+6000.736+9001.79100.001.04103.60100.001.68167.705+700100.001.341.20119.507+000100.001.571.34134.155+8001.057+1001.12200.001.24247.10100.001.23123.006+000200.001.421.31261.207+200100.001.342.04203.506+2001.197+3002.73132.001.18155.96100.002.37237.006+33268.001.171.3793.137+400100.002.012.24223.606+400161.001.571.79287