工程量清单计算表序号清单项目名称计量单位计算式工程量合计基础工程1 建筑面积m²S=7.04*6.54-1.8*3.3=41.10 41.102 场地平整m²S=7.04*6.54-1.8*3.3=41.10 41.103.1 挖沟槽土方（不放坡）m³V=(6.3*2+6.8*2+6.8-0.7+3.0-0.7)*0.7*2=48.4448.443.2 挖沟槽土方（放坡）m³V1=（0.7+2*0.2+0.33*2）*2*（6.3*2+6.8*2+6.8-0.7-0.2*2+3.0-0.7-0.2*2）=120.73120.733.3 基础回填m³V=48.44-7.27-2.03-1.63-1.335*0.24*35.52=25.68（不放坡）25.68V=120.73-7.27-2.03-1.63-1.335*0.24*35.52=97.97（放坡）97.973.3 余土外运m³V=48.8-25.68=22.76(不放坡）22.76V=120.73-97.97=22.76（放坡）22.764 混凝土垫层m³V1=（ 6.3*2+6.8*2+6.8-0.7+3.0-0.7）*0.3*0.7=7.277.275 砖基础m³V1=（ 6.3*2+6.8*2+6.8-0.37+3.0-0.37）*0.37*0.125=1.63V2=（6.3*2+6.8*2+6.8-0.24+3.0-0.24）*0.24*（2.15-0.3-0.24-0.125)=12.6614.29V=V1+V2=14.296 地圈梁m³V2=（ 6.3*2+6.8*2+6.8-0.24+3.0-0.24）*0.24*0.24=2.032.03 主体结构7 圈梁m³V=（ 6.3*2+6.8*2+6.8-0.24+3.0-0.24）*0.24*0.24-0.24*0.24*0.24*9=1.911.918 构造柱m³V=(3.56+0.2)*0.24*0.24*9=1.95 1.959 屋面板m³V1=（1.8+1.8-0.24）*（3.0-024)*0.1=0.93V2=（3.2-0.24）*（3.0-0.24）*0.1=0.82V3=（4.0-0.24)*(3.3-0.24)*0.1=1.15V=V1+V2+V3=2.362.369.1 水泥炉渣找坡m³v1=[(6.54-0.24*2)/2*0.02+0.6*2]*(4.0-0.24)*(6.54-0.24*2)=28.723V2=[(3.00-0.24)*0..02+0.6+0.6]*(3.0-0.24)/2*1.8=3.118V1+V2=31.8431.849.2 1:2水泥砂浆找平m²S1=（6.54-0.24*2）*（7.04-0.24*2）-1.8*3.2=39.811L=（ 6.54-0.24*2）+（7.04-0.24*2)+(3-0.24)+1.8+(3.3-0.24)+(4.0-0.24)=24S2=L*0.3=7.2S=S1+S2=47.0147.019.3 APP改性沥青m²Sj=S=47.01 47.019.4 1:3水泥沙浆找平层m²S2=S=47.01 47.019.5 钢筋混凝土防水层m³V=[（6.54-0.24*2）*（7.04-0.24*2）-1.8*3.2]*0.04=0.570.5710 墙面m³L=(6.54-0.24*3)+(7.040-0.24*3)+(4-0.24)+(3.3-0.24)+(3.0-0.24)*2+(7.04-0.24*4)=30.32Sq=L*3=90.96Smc=3.0*1.8+1.8*1.8*2+0.8*2.1*2+0.9*2.1=17.31V=（Sq-Smc）*0.24=17.6817.6811 女儿墙m³L=(6.54-0.24*3)+(7.040-0.24*3)+(5-0.24)+(3.3-0.24)+(3.0-0.24)*2+(7.04-0.24*4)=30.32V=L*0.24*(0.56-0.06)=3.643.6412 女儿墙压顶m³L=(6.54-0.24*3)+(7.040-0.24*3)+(4-0.24)+(3.3-0.24)+(3.0-0.24)*2+(7.04-0.24*4)=30.32V=L*0.24*0.06=0.440.4413 过梁m³V=[（0.8+0.25*2）*2+（0.9+0.25*2）]*0.24*0.12=0.120.1214.1 成品钢制防盗门M1 m²S=0.9*2.1=1.89 1.8914.2 成品实木门M2 m²S=0.8*2.1*2=3.36 3.3614.3 塑钢推拉窗C1 m²S=3.0*1.8=5.4 5.414.4 塑钢推拉窗C2 m²S=1.8*1.8*2=6.48 6.48 装饰工程15 地面m²S=（ 3.3-0.24）*（ 5.0-0.24）+(3.0-0.24)*(3.2-0.24)+(3-0.24)*(3.6-0.24)=15.1 20厚1:2水泥砂浆m²S=（ 3.3-0.24）*（ 5.0-0.24）+(3.0-0.24)*(3.2-0.24)+(3-0.24)*(3.6-0.24)=215.2 100厚C10混凝土垫层m³V=S*0.1=15.3 素土打夯m²S=（ 3.3-0.24）*（ 5.0-0.24）+(3.0-0.24)*(3.2-0.24)+(3-0.24)*(3.6-0.24)=216 踢脚板m²L=（3.3-0.24）*2+（-0.24）*2+（3.0-0.24）*4+(3.2-0.24)*2+(3.6-0.24)*2-.0.9-0.8*4=39.32S=L*0.12=17 外墙m²L=6.54*2+7.04+5.0+0.24=25.36S=25.36*3.71 - M1-C1-C2*2 = 80.2317.1 外墙保温m²Sb=S=80.23 80.2317.2 面砖m²Sm=S=80.23 80.2337.32 18 内墙m²L=（3.3-0.24）*2+（4.0-0.24）*2+（3.0-0.24）*4+(3.2-0.24)*2+(3.6-0.24)*2= 37.2S=37.2*2.9-5.4-2*3.24-4*1.68-1.89= 87.3919 内墙乳胶漆m²Sj=87.39 87.398.95 20 天棚m²S=（ 3.3-0.24）*（ 4.0-0.24）+(3.0-0.24)*(3.2-0.24)+(3-0.24)*(3.6-0.24)=28.9520.1 天棚乳胶漆8.95m²S=（ 3.3-0.24）*（ 4.0-0.24）+(3.0-0.24)*(3.2-0.24)+(3-0.24)*(3.6-0.24)=28.95.21 散水m³[（7.04+2*0.8）*0.8+（6.54+0.8）*0.8+（ 5.640*+0.8)*0.8+3.3*0.8+1.8*0.8+（3.24+0.8）*0.8]*0.08=1.815307.93 22.1 柱钢筋Kg 纵筋L=3.56+0.15+0.19-0.03*2+15*0.012*2=7.44m纵筋G1=7.44*0.888*4*9=237.841箍筋个数：（3000+150)/3/100=10.05=11个(3000+150-11*100*2)/200=4.75=5个560/100=5.6=7个共11*2+5+7=34个（0.24-0.06)*2+(0.24+0.06)+26*6.5=0.881mG2=0.881*0.260*34*9=70.092G=G1+G2=30 7.9322.2 地圈梁钢筋Kg A轴：6.54-0.03*2-0.012*2+15*0.012*2-2*0.012*2=6.768mB轴3.0+0.24-0.03*2-0.012*2+15*0.012*2-2*0.012*2=3.468mC轴3.3+0.24-0.03*2-0.012*2+15*0.012*2-2*0.012*2=3.768mD轴=B轴=3.468m1轴5.0+0.24-0.03*2+15*0.012*2-2*0.012*2=5.4922轴7.04-0.03*2+15*0.012*2-2*0.012*2=7.292m3轴=2轴=7.292m箍筋长度(0.24-0.03*2)*4+26*0.0065=0.889m箍筋个数(6540-240*2）/200=30.3=31(3000-240)/200=27.6=28(7040-30*2-50*2)/200=34.4=3535*2=70(5000+240-300*2-50*2)/200=22.7=23L=37.566G=0.888*37.566*4=133.43G=0.260*0.889*(31+28+35+35+23)=35.133165.40 圈梁Kg G=133.43L=(0.24-0.03*2)*2+(0.2-0.03*2)*2+26*0.0065=0.809G=0.809*(31+28+35+35+23)*0.260=31.972211.30 22.3 板筋Kg 底部钢筋L=3.2+1.8=5m根数（330 0-240）/200=15.3=16根L=3.3m根数（5000-240）/180=26.4=27根L=3m根数（3200-240）/200=14.8=15根（3600-240）/200=16.8根数=17根L=3.2根数（3000-240）/200=13.8=14根L=3.6m根数14根G1=0.395（5*16+3.3*27+3*15+3*17+3.2*14）=122.411支座负筋L=0.96m(5.0-0.24)/0.18=26.4=27根L=0.95m 16*2=32根L= 0.914+15+17+14+（1800-0.24）/2=68根L=950*2=1.9根数（5000-240）/150=31.7=32根L=0.9*2=1.8根数（3000-240）/150=18.4=15根G2=0.395*（0.96*27+0.9*68+0.95*32+1.8*15）=57.085上部架立钢筋：L=5.0-0.95-0.95+0.15*2=3.5m根数6*2=12根L=3.3-0.96-0.95+0.15*2=1.69m根数6*2=12根L=3.0-0.9-0.95+0.15*2=1.45m根数6*2=12根L=3.2-0.9-0.9+0.15*2=1.7m根数6*2=12根L=3.0-0.9-0.9+0.15*2=1.5m根数6*2=12根L=3.6-1.8+0.15*2=2.1m根数6*2=12根G3=0.222*（3.5+1.69+1.45+1.7+1.5+2.1)*12=31.808G=G1+G2+G3=211.3039.87 23 过梁Kg 主筋0.9+0.25*2-0.002*2=1.394m0.24-0.02*2+6.25*0.008*2=分布7根主筋0.8+0.25*2-0.02*2=分布7根G1=0.888*(1.394*2+1.296*2*2)=7.079G2=0.395*0.336*7*3=2.787G=G1+G2=9.866措施费24 地圈梁模板地圈梁m²Sd=6.54+7.04+3.0+0.24+3.3+5.0+0.24+(3.3-0.24)*2+(3.0-0.24)*4+(3.2-0.24)*2+(3.6-0.24)*2+(5.0-0.24)*2=圈梁m²S=Sd=25 柱子摸m²S1=（0.2+3.56）*10=S2=（0.2+3.56-0.24-0.06）*2=27 板m²S=(3.3-0.24)*(5.0-0.24)+(3.0-0.24)*(3.2-0.24)+(3.6-0.24)*（3.0-0.24）=28 综合脚手架m²S=7.04*6.54-1.8*3.3=41.10。