4毕业设计工程量计算.docx

1、4毕业设计工程量计算工程量计算（1）计算基数（表1）表1 计算基数序号名称计算式单位数量1建筑面积S建=3128.76+521.46=3650.22 地下室S地=521.46m（层高2.4m2.2m,应全计），地上六层S=521.46x6=3128.76 m 3128.762外墙中心线L中=（49.34-0.2 2）x2+（14.80.2x2）x2+1.8x4=134.68m134.683外墙外边线L外=(49.34+14.8)x2+1.8x4=135.48m135.484内墙中心线L内= 5.414+3.6x16+（1.8+4.8）x3+48.94=201.94m14.45内墙净长线L净=(

2、1.8+1.8+5.40.24+1.8x0.20.24)x2+1.8x3-0.24+16.20.24x3+2.4+2.4+(5.40.24)x3+5.4+3.60.24+（5.40.24）x2=198.36m198.36（2）土石方工程土石方工程计算1、基础挖土方，K值取0.3（三类土） C=0.3(混凝土)V挖=(48.94+1.6+20.3+2.750.33) (14.4+1.3+20.3+2.750.33) 2.75+1/30.330.332.75+(48.94+1.6) (14.4+1.3) 1.2+1/30.331.2=3415.902、回填土V换=（48.94+1.6）(14.4+

3、1.3)x1.2+1/30.331.2=952.23V基础=（1.30.4+0.80.4+0.41.85）48.942+(1.60.4+1.10.4+0.60.4+0.41.85) 14.42+(0.60.4+0.32.25) 0.36+（10.80.4+0.32.25) 0.36+(3.6-0.5) 6(1.60.4+1.10.4+0.60.4+0.40.1)+(2.6+0.2) 0.1+(2.60.3+1.350.4)+0.850.6+（5.4-0.37）12(1.90.4+1.40.4+0.90.4+0.40.1)+(3.6-0.37) 6+(5.4-0.5) 3 (1.60.4+1.1

4、0.4+0.60.4+0.40.1)+(3.6-0.37+5.4-0.37) (1.90.4+1.40.4+0.90.4+0.40.1)+(2.4-0.37) 0.6(1.40.4+0.90.4+0.40.5)+(48.94-0.5-0.5-0.34) (1.80.4+1.30.4+0.80.4+0.40.15)=498.96mV地下室=(2.4-1.05)x(3-0.37)x(5.4-0.37)+(3.9-0.5)x(5.4-0.37) +(3.6-0.5)x(3-0.37)+(2.4-0.37)x(3.6-0.7)+(5.4-0.5)x(2.7-0.25-0.185)+(1.8-0.5)x

5、0.6+(2.4-0.24)x(5.4-0.37)=524.01V墙=(1.15-1.05)x0.37x134.68+(2.4-1.05)x0.37x198.36=104.06mV回填土=3415.90-524.01-498.96-104.06=2288.87m 3、场地平整S平=S底+2L外+16=521.46+135.48x2+16=808.42m4、余土外运 V运=V挖-V总回填=3415.90-2288.87=1127.03m（3）脚手架工程本项目按西部地区普遍做法，取砌筑综合脚手架按建筑面积计算，则脚手架工程量为：S脚=3650.22m（4）砌筑工程砌筑工程量计算1、地下室砖墙 外墙

6、高 h1=1.15-0.2-0.14=0.81m 内墙高 h2=2.5-0.14-0.18-0.2=1.99m（地上层外墙高h1=2.8-0.3=2.5m，有圈梁，且等于内墙高，无圈梁时，外墙=内墙=2.8-0.1=2.7m）地下室门窗面积S门窗=0.6x0.4x36+0.9x1.8x30+(0.8x1.8+0.7x2)x6+0.6x9x1.8+0.7x1.8x6=91.56m二六层门窗面积S门窗=2.1x1.8x6+1.5x1.5x6+1.2x1.5x18+1.2x0.9x3+1x6x2.1+0.9x2.1x18+2.76x2.56x6+2x6x2.56+1.56x2.56x6+0.6x0.

7、8x9=229.56m一层门窗面积S门窗=（2.1x1.8+1.5x1.5)x6+1.2x1.5x18+1.2x1.2x3+1x6x2.1+0.9x2.1x18+(2.76+2+1.56)x2.56x6+0.6x1.8x9+1x2x3=232.32m地下室构造柱长 Lgz=84x0.37=31.08m,地上层单层构造柱长Lgz=84x0.24=20.16m洞一面积S=0.4x0.4x10=1.6m洞二面积S=0.4x0.6x3=0.72m外墙构造柱有45个，内墙构造柱有39个过梁工程量：地下室们过梁V地=（0.9+0.5）x30+（0.8+0.7）+0.5）x6x0.37x0.19=3.80m

8、地下室窗洞上圈梁兼过梁=（0.6+0.5）x36x0.37x0.2=2.88m首层门过梁V1=(1.2+0.5)X3+(1+0.5)X6+(0.9+0.5)X18X0.24X0.19=1.79m首层窗洞上圈梁兼过梁V=2.79m地上层单层门过梁V=1.56m地上层单层窗洞圈梁兼过梁V=4.75m地下室外墙过梁扣除后长度=L中=133.88-45X0.37=117.23m地下室内墙过梁扣除后长度=L 净=187.86-39x0.37=173.43m地上层外墙过梁扣除后长度=L中=133.88-45x0.24=123.08m地上层外墙过梁扣除后长度L净=187.86-39x0.24=178.50m

9、地下室砖墙工程V=（117.23x0.81+173.43x1.98-91.56-1.6-0.72）x0.37-（3.8+2.88）=120.77m（除圈梁，过梁，洞口，门窗构造柱）地上层砖墙工程量V=（2.5x4+2.7x2）x（123.08+178.50）x6-232.32-229.56x（1.79+2.79）-（1.56+4.75）x5=3858.94m（单层为643.16m）（5）砼及钢筋砼工程砼工程量计算1、模板工程基础垫层模板 S垫=（1.8+24+97.88+14.4+32.4+21.6+48.94+64.9+32.4+5.4+5.4）x0.1x2=65.48m基础模板 S基=（2

10、.65x（1.8+2.4）+2.65x97.88+1.3x14.4+2.65x32.4+1.3x21.6+1.3x（48.94+64.8）+1.3x（32.4+5.4）+1.3x5.4x2=1214.38m现浇板模板S板=402.42+444.24x6=3067.88m构造柱模板Sgz=（0.37+0.06）x2x6x（1.65x2+3）+(0.24+0.06)x2x1)x8x(12+6)+(0.37+0.12)x（1.65x32+3x10）+（0.24+0.12）x17.8x（32+10）+（0.37+0.12）x3+（0.24+0.12）x17.8x2x12=723.53m过梁模板Sgl=

11、S地下室+S首层+S2-6S地下室=（0.9+0.5）x30+（0.8+0.5)x6+(0.7+0.5)x6x2x0.19+(0.9x30+0.8x6+0.7x6)x0.37+(0.6+0.5)x36x2x0.2+0.6x6x0.37=52.15mS首层=（1.7x3+1.5x6+1.4x18)x2x0.19+(1.2x3+6+0.9x18)x0.24+(2.6+2)x6+1.7x18x2x0.2+(2.1+1.5)x6+(1.2x18)x0.24=54.77mS2-6=(1.5x6+1.4x18x2x0.19+(6+0.9x18)z0.24+(2.6+2)x6+1.7x(18+3)x2x0.

12、2+(2.1+1.5)x6+1.2x(18+3)x0.24x5=54.88x5=274.41m则Sgl=52.15+54.77+274.41=381.33m圈梁模板Sql=S地下室+S3层+S6层S地下室=(133.88+187.86)-(0.5+0.6)x30x0.2x2=115.50mS3层=（133.88+187.86）-(2.6+27x6+1.7x(18+3)x2x0.2=103.38mS6层=S3层=103.38m则Sql=115.50+103.38x2=322.25m现浇雨篷模板Sxyp=1.5x0.5x2+3.24x(1.5+0.5)=7.98m2、砼工程C10 垫层砼 V垫=0

13、.8x1.8+2.4+1.5x97.88+1.6x14.4+2x48.94+1.8x(32.4x2+21.6)+2.1x(64.8+5.4)+2.8x5.4x0.1=58.96m C35 基础砼 V基础=1.8x0.915+2.4x0.995+97.88x1.58+14.4x1.12+32.4x1.9+21.6x1.36+48.94x1.6+64.8x1.72+32.4x1.36+5.4x1.72+5.4x2.11-84x0.37x0.37x0.5=514.28m C20 构造柱 V gz=构造柱高x墙厚x墙厚+0.03x墙厚x马牙槎边数=122.88m C20 现浇过梁 Vgl=3.8+2.

14、88+1.79+2.79+(1.56+4.75)x5=42.81mC20圈梁 Vql=(133.88+187.86)-(0.6+0.3)x0.2x0.3+(133.88+187.86）-（2.6+2）x6+1.7x（1.8+3）x0.2x0.24x2=46.18m C20 现浇板 V板=521.46x0.18=521.46x0.1x6=406.74mC30 现浇雨棚 Vyp=1.5x0.5x0.1x2+1.5x3.24x0.1+2.4x0.5x0.1=0.76m地下室含外墙室内净面积=521.46-133.88x0.37=471.93m地上层含外墙室内净面积=521.46-133.88x0.2

15、4=489.33m 六钢筋工程基础 一号钢筋 10120单只长=构件长-2x保护层厚度+2x6.25d=2.6-2x0.04+2x6.25x0.01=2.65m支数=（构件长-2x保护层）/间距+1=（5.4-2x0.04）/0.2+1=27.6=28支每米重=0.006165d=0.617kg/m工程量=2.65x28x0.617=45.78kg=0.046t二号钢筋 8250单支长=5.4-2x0.04+2x6.25x0.008=5.42m支数=（2.6-2x0.04）/0.25+1=11支每米重=0.006165d=0.395kg/m工程量=5.42x11x0.395=23.55kg=0

16、.024t构造柱一号纵筋 412外墙构造柱为45个，内墙构造柱为39个外墙构造柱高度=1.65+17.9=19.45m，内墙构造柱高度=3+17.8=20.8m保护层厚度取35mm外单支长=19.45-0.07+2x6.25xd=17.88mm内单支长=20.8-0.07=12.5x0.12=19.23mm每米重=0.006165d=0.888kg/m工程量=（17.88x4x45+19.23x4x39)x0.888=5221.83kg=5.21t号箍筋6200单支长=构件断面外边周长8x保护层+弯钩长=0.24x4-8x0.035+20x0.006=0.8m支数=（19.45-0.07）/0

17、.2+1x45+（20.8-0.07）/0.2+1x 39=8505支每米重=0.006165d=0222kg/m工程量=0.8x8505x0222=1510.49kg3.圈梁纵筋610(地下室)长度L=（外墙中心线+内墙中心线）x4根（纵筋穿构造柱不除去）=（133.88+201.94）x6=2014.92m每米重=0.617kg工程量=2014.92x0.619=1243.21kg=1.24t纵筋412(三层及六层)长度L=（133.88+201.94）x4x2层=2686.56m每米重=0.006165d=0.888kg/m工程量=2686.56x0.888=2385.02kg=2.39

18、t号箍筋6200(地下室)保护层20厚单支长=（0.37+0.2）x2+20x0.006-8x0.020=1.1m支数=(133.88+201.94)-84x03/0.2+1=1525支每米重=0.006165 d=0.222kg/m工程量=1525x1.1x0.222=372.33kg=0.37t箍筋6200(三层及六层)支数=(133.88+201.94)-84x0.24/0.2+1=1525支单支长=（0.24+0.2）x2+20x0.006-8x0.020=0.84每米重=0.006165 d=0.222kg/m工程量=1580x0.84x0.222x2=589.28kg=0.59t4

19、.雨篷12100单根长1=1.5+3.5x0.012x2_2x0.02=1.502m单根长2=0.5m=单根长3支数1=（2.4-2x0.020）/0.1+1=25支=支数2支数3=(1.5-2x0.02)0.1+1x2=32支每米重=0.006165d=0.888kg/m工程量=（1.502x25+0.5x25+0.5x32）x0.888=58.65kg=0.06t8200单根长=2.4-2x0.020+2x3.5x0.008=2.452m支数=（1.5-2x0.02）/0.1+1=16支每米重=0.006165d=0.395kg/m工程量=2.452x16x0.395=15.48kg=0.

20、02t 36单根长=2.4-2x0.02+2x3.5x0.006=2.402m每米重=0.006165 d=0.222kg/m工程量=2.402x0.222x3=1.60kg=0.002t5、现浇板地下室顶板钢筋计算表（保护层厚20）1806.25d序号钢筋类型根数长度/m每米重/kg总重/kg10150(3.6-2x0.02/0.15=2516.2-2x0.02+3.5x0.01x2=16.230.617250.35101502516.2-2x0.02+6.25x0.01x2=16.290.617251.2710150(10.2-2x0.02)/0.15+1=69（18-2x0.02+3.5

21、x0.01x2=11.830.617503.6410150696.9-2x0.02+6.25x0.01x2=11.890.617506.1910125（15.4-2x0.02）/0.15+1x2=88（6.9-2x0.02+3,5x0.02）x2=13.860.617752.541015074（6.9-2x0.02+6.25x0.02）x2=11.890.617637.3910150(3.6-2x0.02)/0.15+1=2532.4-2x0.02+3.5x0.01x2=32.430.617500.23101502532.4-2x0.02+6.25x0.01x2=32.490.617501.0

22、810125(5.4-2x0.02)/0.125+1x2=88（6.9-2x0.02+3,5x0.02）x2=13.860.617725.5410150(5.4-2x0.02)/0.15+1x2=7413.960.617637.39101258813.8-2x0.02+3.5x0.02=13.830.617750.91101507413.8-2x0.02+6.25x0.02=13.890.617634.1910150(10.2-2x0.02)/0.15+1=13813.8-2x0.02+3.5x0.02=13.830.6171007.281015013813.8-2x0.02+6.25x0.0

23、2=13.890.6171012.39合计8127.39一五顶板钢筋计算表（单层计）序号钢筋类型根数长度/m每米重/kg总重/kg8200（3-2x0.02）/0.2+1=640.95+3.5x0.008x2=1.0060.39525.408100（3-2x0.02）/0.1+1=620.87x2+3.5x0.008x2=1.7960.39543.988100（2.7-2x0.02）/0.1+1=120.88x2+3.5x0.008=1.7670.3958.378100（2.4-2x0.02）/0.2+1=130.8+3.5x0.008x2=1.8560.3954.3912150（2.7-2x

24、0.02）/0.15+1=191.1x2+3.5x2x0.012=2.2840.88838.538200(3.9-2x0.02）/0.2+1=2011.8+3.5x2x0.0008=11.8560.39593.661215011.8+0.72+1.1+7x0.012=3.7040.8883.291220.87x2+7x0.012=1.8240.8883.248200100.02+1=510.95x2+7x0.008=1.9560.39539.4081003.60.01+1=370.87x2+7x0.008=1.7960.39526.25121255.40.125+1=441.1x2+7x0.0

25、12=2.2840.88889.2481005.40.1+1=550.8x2+7x0.008=1.6560.39535.9881803.60.18+1=210.72x2+7x0.008=1.4960.39512.41810.57x2+7x0.008=1.1960.3950.4781003.60.1+1=310.87x2+7x0.008=1.7960.39526.2582003.60.2+1=190.87x2+7x0.008=1.7960.39513.4881005.40.1+1=550.87x2+7x0.008=1.7960.39539.0281255.40.125+1=441.1x2+7x0

26、.012=2.2840.88889.24820030.2+1=163.6+12.5x0.008=3.70.39523.38102005.40.2+1=283+12.5x0.008=3.10.61753.56218805.40.18+1=312.7+12.5x0.008=32.80.39534.292282005.40.2+1+1=282.4+1=2.50.39528.642382003.60.2+1=193+0.1=3.10.39523.272481505.40.15+1=373=0.1=3.10.39545.31258200x26.90.2+1=365.4+0.1=5.50.39569.52

27、26820030.2+1=163.6+0.1=3.70.3952338278200x25.10.2+1=275.50.39558.6628820060.2+1=313.70.39545.31298200315.50.39567.35顶层顶板钢筋计算表序号钢筋类型根数长度/m每米重/kg总重/kg121505.40.15+1=372.4+1.1x2+7x0.012=4.6840.008153.8981003.10.1+1=401.1x2+7x0.008=2.2560.39535.64121505.40.15+1=371.1x2+7x0.012=2.2840.00875.04其它同1-5层钢筋型号

28、合计8 788.17x+153.89=4882.91kg=4.89t10 53.56x6+8127.39=8448.75kg=8.45t12 220.54x6+153.89+75.04=1552.17kg=1.55t七、构件运输及安装工程木门窗运输实木镶板门M3 S=0.9x2.1x18x6=204.12 M4 S=0.9X1.8X30=48.6 M5 S=0.8x1.8x6=8.64 M6 S=0.7x2x6=8.4 合计=269.76 八、门窗工程 1、实木镶板木s=269.76 2、四腔三密封塑钢双层中空玻璃窗（系列塑钢窗） Sc1=0.6x0.4x36=8.64 Sc3=1.5x1.5x6x6=8.1 Sc4=1.2x1.5x18x6=194.4 Sc5=1.2x 0.9x3x5=16.2 合计=300.24九、楼地面工程1、C15混泥土垫层=室内净面积x厚度 =402.42x0.08+444.24x0.08x6=2