工程量计算Word下载.docx

1、G=12.8*12.13*0.888*145*1.02=3014.37KgG=8.076*12.8*145*1.02=2108.81 Kg3014.37+2108.81=5123.18 KgJ4：共148根V=3.14D2HN/4=0.7854*0.8*0.8*12.8.*148=580.70 m3G=12.8*13*0.888*148*1.02=2411.50KgG=8.076*12.8*148*1.02=1087.04 Kg2411.50+1087.04=3498.54 Kg桩基工程量总计：桩-混凝土：V=2032.71 m3桩-钢 筋：G=69339 Kg第二章 钢筋混凝土工程2.1 地

2、梁工程量模板：S=（2.1+3.0）*0.35*2*8+6.6*0.35*2*4+4.8*2*16*0.35+（3.0+2.1+1.5）*0.4*2*6+（3.0+2.1）*0.35*2*6+（3.3+2.4）*0.3*2*6+4.5*0.4*2*6+3.9*0.35*2*5+3.6*0.5*2*2+3.0*0.5*2*2=668.61 m3 钢筋： DL1: 8根 a. 主筋：G=（3.0+2.1）*1.21*6*5.1*1.58*4*8=554.06Kgl=（0.3-0.06）+（0.35-0.06）*2-0.1=0.96n=（5.1-0.060）/0.20+1=25.2G=0.395*l

3、*n*8=72.81 Kgc.钢筋小计：554.06+72.81=626.87 Kg DL2: 4根G=6.6*2.98*4+6.6*2.47*2+6.6*2.0*2+6.6*1.58*2*4=634.13Kgn=（6.6-0.060）/0.20+1=31G=0.395*l*n*4=47.02 Kg634.13+47.02=681.15 Kg DL3: 6根 a. 主筋G=（3.0+2.1+1.5）*4*2.47+（3.0+2.1+1.5）*4*2.0+（3.0+2.1+1.5*2* 1.58）*6 =833.18Kgl=（0.3-0.06）+（0.4-0.06）*2-0.10=1.06n=（

4、3.0+2.1+1.5）-0.60/0.20+1=31G=0.395*l*n*6=77.88 Kg833.18+77.88=911.06 KgDL4: 16根a. 主筋:G=（4.8*4*1.21+4.8*2*2.0+4.8*4*1.58）*16 =1164.29Kgl=（0.3-0.06）+（0.35-0.06）*2-0.10=0.96n=（4.8-0.60）/0.20+1=18G=0.395*l*n*16=109.21 Kg1164.29+109.21=1273.50 KgDL5:6根G=（3.0+2.1）*（2*2.0+2*1.21+2*1.58+4*1.58）*6 =486.54Kgl

5、=（0.3-0.06）+（0.45-0.06）*2-0.10=1.16n=（3.0+2.1）-0.60/0.20+1=23.5G=0.395*l*n*6=65.98 Kg486.54+65.98=552.52 KgDL6:G=1.5*3*（3*2.0+5*1.58）*6=375.3Kgn=（1.5*3-0.60）/0.20+1=20.5G=0.395*l*n*6=54.75 Kg375.3+54.75=430.05 KgDL7:G=3.3*（8*1.21+4*1.58）*6 =316.8Kgl=（0.3-0.06）+（0.3-0.06）*2-0.10=0.86n=（3.3-0.60）/0.15

6、+1=19G=0.395*l*n*6=38.73 Kg316.8+38.73=355.53 KgDL8:G=2.4*（8*1.21+4*1.58）*6 =230.4Kgn=（2.4-0.60）/0.10+1=19G=0.395*l*n*16=38.73 Kg230.4+38.73=269.13 KgDL9: 5根G=3.9*（6*1.21+4*1.58）*5=264.81Kgn=（3.9-0.60）/0.20+1=17.5G=0.395*l*n*5=34.13 Kg264.81+34.13=298.94 KgDL10: 2根G=（3.0+3.6）*（6*2.98+2*3.85）*2=337.6

7、6Kgl=（0.3-0.06）+（0.5-0.06）*2-0.10=1.26n=（3.0+3.6）-0.60/0.15+1=41G=0.395*l*n*2=40.81 Kg337.66+40.81=378.47 Kg 钢筋工程量总计：17209.233 Kg混凝土工程量: V=（2.1+3.0）*0.35*0.30*8+6.6*0.35*0.30*4+4.8*0.35*0.3*16+（3.0+2.1+1.5）*0.4*0.3*6+（3.0+2.1）*0.35*0.3*6+（3.3+2.4） *0.3*0.3*6+（1.5+1.5+1.5）*0.4*0.3*6+3.9*0.35*0.3*5+3.

8、6*0.5*0.3*2+3.0*0.5*0.3*2=106.2 m32.2 底层、二层柱、梁、楼板工程量计算2.2.1 柱-模扳： Z-1：18根 b*h=0.45*0.45 h=4.35-0.45 S=18*0.45*（4.35-0.45）*4=126.36 m2 Z-2：6根 b*h=0.45*0.45 h=4.35-0.45S=6*0.45*（4.35-0.45）*4=42.12 m2Z-3：8根 b*h=0.45*0.45 h=4.35-0.45S=8*0.45*（4.35-0.45）*4=56.16 m2Z-4：4根 b*h=0.45*0.45 h=4.35-0.45S=4*0.45

9、*（4.35-0.45）*4=28.08 m2Z-5：2根 b*h=0.5*0.5 h=4.35-0.45S=2*0.5*（4.35-0.45）*4=15.6 m2Z-6：2根 b*h=0.4*0.4 h=4.35-0.45S=2*0.4*（4.35-0.45）*4=12.48 m2Z-7：S=2*0.4*（4.35-0.45）*4=12.48 m2 Z-8：底层柱模板工程量总计：606.72m2柱-钢筋：G=（52+42+25+19）*18+（52+39+85+66）*6+（24+18+151+93）*8+（113+96+291+598）*4+（87+112+79+67）*2+（107+14

10、3+89+47）*2=36541Kg柱-混凝土：V=0.45*0.45*（4.35-0.45）*36+0.5*0.5*（4.35-0.45）*4+0.4*0.4*（4.35-0.45）*4=107.4 m32.2.2 梁-模板 ：S=（0.4*2+0.25）*3.3*10+（0.45*2+0.25）*5.1*12+（0.3*2+0.25）*4.8*16+（0.35*2+0.25）*4.8*16+（0.45*2+0.25）*10.2*6+（0.4*2+0.25）*13.2*3+（0.3*2+0.25）*2.4*5+（0.3*2+0.25）*3.3*2=517.42 m2 梁-钢筋：KL1:G=5

11、.1*（4*2.0+2*1.58+2*1.21）*8=554.064Kgl=（0.25-0.06）+（0.35-0.06）*2-0.10=0.85n=（5.1-0.06）/0.2+1=25.2G=0.395*l*n*8=69.84 Kg554.064+69.84=623.904 KgKL2:G=3.3*8*3.85*8=813.12Kgl=（0.25-0.06）+（0.40-0.06）*2-0.10=0.96n=（3.3-0.06）/0.2+1=17.2G=0.395*l*n*8=54.61 Kg813.12+54.61=867.73 KgKL3:G=3.6*（4*2.47+1*2.0+2*3

12、.85）8=563.904Kgl=（0.25-0.06）+（0.45-0.06）*2-0.10=1.06n=（3.6-0.06）/0.2+1=18.7G=0.395*l*n*8=63.64 Kg563.904+63.64=627.546 KgKL4:G=3.0*8（6*2.98+2*2.47+4*3.85）*8=917.28Kgl=（0.25-0.06）+（0.35-0.06）*2-0.10=0.86n=（3.0-0.06）/0.2+1=15.7G=0.395*l*n*8=43.482 Kg917.28+43.482=960.762 KgKL5:G=2.1*（2*1.21+2*1.58+2*0

13、.888）*8=123.581Kgn=（2.1-0.06）/0.2+1=11.2G=0.398*l*n*8=40.50 Kg123.581+40.50=164.082 Kg KL6: 32根G=4.8*（5*1.58+1*1.21）*32=1399.296Kgn=（4.8-0.06）/0.2+1=24.7G=0.398*l*n*8=84.376 Kg1399.296+84.376=1483.672 KgKL7:G=3.3*（2*0.888+3*1.58+2*2.0）*8=277.622KgG=0.398*l*n*8=60.751 Kg277.622+60.751=338.373 KgKL8:

14、10根G=2.4*（5*1.58+1*2.47）*10=248.88Kgl=（0.25-0.06）+（0.30-0.06）*2-0.10=0.76n=（2.4-0.06）/0.2+1=12.7G=0.398*l*n*10=39.322 Kg248.88+39.322=288.202 KgKL9：G=2.1*（2*0.888+2*2.0+2*2.47）*6=135.022Kgl=（0.25-0.06）+（0.40-0.06）*2-0.10=1.08G=0.398*l*n*6=30.948 Kg135.022+30.948=165.971 KgKL10：G=5.1*（3*2.0+2*2.47）*6

15、=334.764Kgl=（0.25-0.06）+（0.50-0.06）*2-0.10=1.16n=（5.1-0.06）/0.2+1=26.2G=0.398*l*n*6=74.792 Kg334.764+74.792=409.56 KgKL11：G=4.5*（4*2.0+4*1.58）*6=386.64 Kgn=（4.5-0.06）/0.2+1=23.2G=0.398*l*n*6=49.288 Kg386.64+49.288=165.971 Kg钢筋总计：19097.19 Kg梁-混凝土：V=0.4*0.25*3.3*10+0.45*0.25*5.1*12+0.3*0.25*4.8*16+0.3

16、5*0.25*4.8*16+0.45*0.25*10.2*6+0.4*0.25*13.2*3+0.3*0.25*2.4*5+0.3*0.25*3.3*2 =105.975 m32.2.3 楼板：现浇楼板 楼板-模板：S=6.6*（2.1+3.0+2.1+1.5+1.5）*2+4.8*（3.0+2.1+1.5）*8+3.3*（3.0+2.1+1.5*3）*2+2.4*（3.0+2.1+1.5*3）*2+4.8*（3.0+2.1+1.5*3） +3.0*3.9+3.6*（3.9+2.4+1.5）=1477m2G=9854.2Kg楼板-混泥土：V=221.55m32.3 三层柱、梁、楼板工程量 2.

17、3.1 柱-模板：18 b*h=0.45*0.45 h=3.6-0.45S=18*0.45*（3.6-0.45）*4=102.06m2Z-2： 6 b*h=0.45*0.45 h=3.6-0.45 S=6*0.45*（3.6-0.45）*4=34.02 m2 8 b*h=0.45*0.45 h=3.6-0.45 S=8*0.45*（3.6-0.45）*4=45.36 m2 4 b*h=0.45*0.45 h=3.6-0.45 S=4*0.45*（3.6-0.45）*4=22.68 m2 2 b*h=0.45*0.45 h=3.6-0.45 S=2*0.5*（3.6-0.45）*4=12.6 m

18、2 2 b*h=0.4*0.4 h=3.6-0.45 S=2*0.4*（3.6-0.45）*4=10.08 m2 2 b*h=0.5*0.5 h=3.6-0.45 柱-模板总计：604.32 m2 G=（52+39+55+21）*18+（38+28+21+33）*6+（49+57+151+93）*8+（113+96+291+598）*4+（79+67+13+11）*2+（29+22+27+12）*2+（89+47+26+49）*2=36012KgV=0.45*0.45*（3.6-0.45）*36+0.5*0.5*（3.6-0.45）*4+0.4*0.4*（3.6-0.45）*2=98.77 m

19、3 2.3.2 梁-模板： S=（0.35*2+0.25）*（2.1+3）*6+3.3*（0.25+0.3*2）*10+4.8*（0.25+0.35*2）*12+（2.1+1.5）*（0.25+0.45*2）*5+4.8*（0.25+0.3*2）*4+（1.5+1.5）*（0.25+0.45*2）*2+3.3*（0.25+0.45*2）*2*2+（2.4+4.8+2.4）*（0.25+0.6*2）+（2.4+4.8+2.4）*（0.25+0.35*2）+（1.5+2.1）*（0.25+0.35*2）*2=505.42 m2梁-钢筋： KL1：G=（3+2.1）*（4*2.47+2*1.58+1

20、*1.21）*8=581.0KgG=0.398*l*n*8=74.0 Kg581.0+74.0=655.0 KgKL2：G=（3+2.1）*（4*2+4*2.98+1*2.47）*4=458.2 KgG=0.398*l*n*4=46.0 Kg458.2+46.0=504.2 KgKL3：G=3*（2*2.47+4*3.85+2*3.85+2*2.98）*6=612.0 Kgn=（3-0.06）/0.2+1=15.7G=0.398*l*n*6=32.90 Kg612.0+32.90=644.9 KgKL4：G=3*（2*2+4*2.98+2*2.98+2*2.47）*2=146.1 KgG=0.

21、398*l*n*2=11.00 Kg146.1+11.00=157 KgKL5：4根G=（2.1+1.5）*（2*2.47+1*3.85+2*2.47）*4=198.0 Kgn=（3.6-0.06）/0.2+1=16G=0.398*l*n*4=27.70 Kg198.0+27.70=225.7 KgKL6：10根G=2.1*（2*2+2*2.98+1*2.47+2*2+2*2.98）*10=470.19 KgG=0.398*l*n*10=50.63 Kg470.19+50.63=520.82 KgKL7：G=（3.3+3.3）*（2*3.85+3*3.85+2*2.472+2*2）*6=111

22、6.32 Kgl=（3.3+3.3）-0.06*2-0.10=12.98n=（6.6-0.06）/0.2+1=4.27G=0.398*l*n*6=132.35 Kg1116.32+132.35=1248.67 KgKL8：8根G=4.8*（2*2.47+1*1.21+2*2.47+3*1.58）*8=607.87 KgG=0.398*l*n*8=68.46 Kg607.87+68.46=676.33 Kg16根G=4.8*（2*2.47+1*1.21+2*2.47+3*1.58）*16=1215.74vG=0.398*l*n*16=136.91 Kg1215.74+136.91=1352.65 KgG=4.8*（2*1.58+1*1.21+2*1.58）*8=289.15 Kgl=（0.25-0.06）+（0.3-0.06）*2-0.10=0.76G=0.398*l*n*8=60.50 Kg289.15+60.50=349.65 KgG=3.3*（2*1.58+3*1.58）*4=104.28G=0.398*l*n*4=30.38 Kg104.28+30.38=134.66 KgKL12：G=2.1*（2*0.888+2*1.21）*4=35.25 Kgl=（0.25-0.06）+（0.45-0.06）*2-0.10=1.0