建筑工程造价案例课件.ppt

1、建筑工程造价案例王艳玉2010年3月建筑物的构成1、基 础2、墙 柱3、梁 板 4、屋 面5、门 窗6、楼 梯7、其 他土建工程施工图纸一、建筑施工图二、结构施工图 土建工程施工图纸 一、建筑施工图1、说明 2、总平面图 3、平面图 4、立面图 5、剖面图6、详图土建工程施工图纸二、结构施工图 1、说明 2、基础平面图 3、基础剖面图 4、墙柱平面布置图 5、梁平面布置及配筋图 6、板平面布置及配筋图 7、楼梯详图 8、其他构件详图综合楼图纸25层平面图6 层平面图建筑立面图建筑剖面图基础平面布置图基础详图首层墙、柱布置及配筋图首层梁、板布置及配筋图25 层结构布置、配筋图顶层结构布置、配筋图

2、楼梯配筋详图工程量计算工程量计算一、参数计算一、参数计算-1-11.外墙外边线 L外=（21.6+0.5+13.5+0.5）2=72.20 mLb外=72.20+0.0724=72.76 m 2.外墙中线长度 L中=L外-4B=72.2-40.37=70.72 m Lb中=Lb外-4Bb=72.76-40.06=72.52 m一、参数计算-13. 内墙净长一层 L内240= 21.6-3.6+（5.1-0.24）4-1.35=36.09m标层 L内240=（21.6-0.24）2-3.36+（5.1-0.24） 4+（6.0-0.24）4=81.84 m顶层 L内240=81.84-5.762

3、=70.32 m一层 L内120=（4.5-0.24）2=8.52 m一层 L内60 =5.1-1.8-0.18+2.85=5.97 m一、参数计算-14.女儿墙 L中=L外-4B=72.20-40.24=71.24 m L净=L中-4B=71.24-40.24=70.28 m5. 散水 L中=L外+4B-L=72.20+41.07-5.1-3.0=68.38 m L中=L外+4B-L=72.76+41.00-5.1-3.0=68.66 m一、参数计算-16.基础挖土长度 L1中 =21.732+(6.065-1.1) 2-2.24=44.59 mL2中=(2.4-1.20)2=2.4 mL3

4、内土=5.1652+0.2=10.53 mL4内土=（5.1-0.685）2+(5.1-0.685-0.8）2+ 4.5-0.885=19.675mL5内土=13.5-(0.885+0.435)/2=12.84mLL内土 =21.6-（3.14+2.2）=7.00 m一、参数计算-17. 砼基础长度L1中=21.732+6.0652-1.55=48.09 mL2中=(2.4-0.75) 2=3.3mL3中=5.1652=10.33m L4内基=（5.1-0.17）2+(5.1-0.17-0.17)2+4.5-0.17=9.86+9.52+4.33=23.71mL5内基=13.5-0.17=13

5、.33 mLL1内基 =21.6-1.75-2.54=9.85m一、参数计算-28. 砖基础 L中=70.72 m L内370=13.5-0.12+4.5-0.12+（5.1-0.12）2+（5.1-0.305）2=37.31 mL内240=13.5-0.12+4.5-0.12+（5.1-0.12）2+（5.1-0.24）2=37.44 m一、参数计算-31.建筑面积S=ab=22.2414.146=1886.84 m22.占地面积S=ab=22.2414.14=314.48 m23.净面积S1=S占-BL=314.48-（72.76-0.444）0.44+36.090.24=314.48-3

6、1.24+8.662=314.48-39.90=274.21m2 1.场地平整 S=(a+4）（b+4）=(22.24+4) (14.14+4)=475.994 m2二、土 石 方 工 程-挖基槽2人工挖基槽 V1 =(a+2c+kH) HL+ahL =(1.5+20.3+0.422)244.59+1.50.144.59=268.88 m3 V2 =(a+2c+kH) HL+ahL(1+20.3+0.422)22.4+1.00.12.4=11.952 m3二、土 石 方 工 程-挖基槽二、土 石 方 工 程-挖基槽V3 =(a+2c+kH) HL+ahL =(1.9+20.3+0.422)21

7、0.53+1.90.110.53=72.344m3 V 4=(a+2c+kH) HL+ahL=(2.1+20.3+0.422) 219.675+2.10.119.675=143.43m3二、土 石 方 工 程-挖基槽V5 =(a+2c+kH) HL+ahL =（1.6+20.3+0.422）212.84+1.60.112.84=80.12m3 V =(a+2c+kH) HL+ahL =(0.5+20.3+0.422) 27.00+0.50.17.00=27.51 m3总计：V=268.88+11.952+72.344+143.43+80.12+27.51=604.12m3二、土 石 方 工 程

8、-挖基坑3.人工挖基坑(独立基础) V1 =(a+2c+kH)(b+2c+kH)H+1/3k2H3+abh4=(3.1+20.3+0.422)(3.1+20.3+ 0.422)2+1/30.42223 +3.13.10.1 4=169.674 m3V2=(a+2c+kH)(b+2c+kH)H+1/3k2H3+abh6+(2.2+20.3+0.422)(2.2+20.3+0.422)2+1/30.42223+2.22.20.1 6=165.662 m3二、土 石 方 工 程4散水挖槽 V =BLH=SH=1.0768.660.4=68.660.4=29.39m35.台阶挖槽 V =BLH=SH=

9、（5.1+3）1.50.39=12.150.39=4.739 m3二、土 石 方 工 程6.大开挖V=(a+2c+kH)(b+2c+kH)H+1/3k2H3=（23.63+20.3+0.292.1）15.13+20.3+0.292.1）2.1+1/30.2922.13+0.135（2.2+20.3）2.12+0.33513.42.1=24.8416.342.1+0.26+1.59+9.43=863.64 m3合计：V=169.674+165.662=335.34 m3二、土 石 方 工 程-回填夯填基础 V =V挖-V结=863.64-159.05=704.586m3V垫=（1.5 44.59

10、+12.4+1.910.53+2.119.68+1.612.84+0.57.00）0.1+（3.13.14+2.22.26）0.1=154.630.1+67.480.1=15.46+6.75=22.21m3 V砼基=48.57+24.49+1.034=-74.094 m3V柱=0.40.41.406=-1.344 m3V砖基=0.365（1.6068.32+1.5437.31）+0.240.0637.44=60.87+0.54=-61.41m3合计：V结=22.21+74.094+1.34+61.41=-159.054 m3室内地面V=S净H=（22.114.0-0.3770.72-0.243

11、7.44）0.22=274.250.22=60.33m3总计：V=704.586+60.334=764.92m3三、脚 手 架 工 程1.综合脚手 建筑面积 1886.84 m2 2.满堂脚手一层及梯间 “室内净面积” S=S1 +S梯 =（274.21-0.128.52-0.065.97）+17.14=272.83+17.14=289.97 m23.防护外墙S=（72.76+28）（23.40+1.50）=2210.12m24.封闭外墙 S=2210.12m2四、砌 筑 工 程-基础1. 砖基础 条基条基 M10M10水泥砂浆水泥砂浆V=AL+增加-扣除=0.3651.970.72+1.84

12、37.31）+0.240.0637.44=0.365203.02+0.539=74.64 m3扣除：构造柱0.240.31.9011=-1.505 m3 柱0.320.41.96=-1.459 m3合计：V=74.64-1.505-1.459=71.68 m3四、砌 筑 工 程-砖墙12. 砖墙 370厚混水 实心砖墙 1、2层M10混合砂浆外墙 L=70.72 m H净=4.2+3.6=7.80mV=L净H净B-扣除+增加=70.727.800.365=201.34 m3扣除：窗(2.42.710+1.52.72+2.42.411+1.52.42+1.82.4) 0.365=156.080.

13、365=-56.97m3 门(3.631+1.22）0.365=13.20.365=-4.818 m3 过梁0.3650.24（2.910+22+1.7+4.1）+0.3650.3（2.911+2.3+22）=0.087638.8+0.11038.2=-7.60 m3 圈梁0.3650.1870.72+（70.72-38.2）=0.0657103.24=-6.783m3 柱0.320.4（4.2-0.18）6=-3.087 m3 构造柱0.240.3（7.8-0.182）9+（3.6-0.18）4=0.07280.64=-5.806 m3合计：V=201.34-（56.97+4.818+7.6

14、0+6.783+3.087+5.806）=201.34-85.064=116.28116.28m3四、砌 筑 工 程-砖墙235层M7.5混合砂浆外墙L中=70.72 m H=3.63=10.8 mV=L中HB-扣除+增加=70.7210.80.365=278.78 m3扣除：1窗2.42.433+1.82.43+1.52.4 6）0.365 =224.640.365=-81.994m32构造柱0.240.3（10.8-30.18）13=0.072133.38=-9.603 m33过梁 0.11038.23=-12.606 m34圈梁0.3650.18（70.72-38.2）3=0.06573

15、2.523=-2.1373=-6.41m3合计：V=278.78-（81.994+9.603+12.606+6.41） =278.78-110.613=168.171 m3四、砌 筑 工 程-砖墙36层M5混砂外墙 L中=70.72 m H=3.46mV=L中HB-扣除+增加=70.723.460.365=89.312 m3扣除：1窗（2.42.411+1.82.41+1.52.42）0.365 =74.880.365=-27.33m3 2过梁0.3650.1838.2=-2.51 m3 3圈梁0.3650.0632.52=-0.712 m3 4构造柱0.240.3(3.6-0.20) 13=

16、-3.201 m3 合计：89.312-（27.33+2.51+0.712+3.201）=55.56m3四、砌 筑 工 程-砖墙4240厚混水实心砖墙12层M10混合砂浆内墙L1净=36.09m L2=81.84 m H1=4.2 m H2=3.6 m V=L净H净B-扣除+增加=（36.094.2+81.843.6）0.24=446.2020.24=107.09 m3扣除1门（1.52.79+0923）0.24=41.850.24=-10.04m3 2过梁0.0432（29+1.43）=-0.959 m3 3构造柱0.240.3（7.8-0.36）2=-1.071 m3 4圈梁0.240.1

17、8（36.09+81.84）=-5.095 m3合计：107.09-（10.04+0.959+1.071+5.095）=107.09-17.165=89.925m3 四、砌 筑 工 程-砖墙535层M7.5混合砂浆内墙L内=81.84 m H=3.63=10.8 mV=L内HB-扣除+增加=81.8410.80.24=212.13 m3扣除：1门（1.52.724+0.923）0.24=102.60.24=-24.62 m32过梁0.0432（28+1.41）3=-2.255m33圈梁0.240.1881.843=0.043245.52=-10.606m34构造柱0.240.3（10.8-0.

18、183）2=-1.48 m3合计：212.13-（24.62+2.255+10.58+1.48）=173.169四、砌 筑 工 程-砖墙66层M5混合 砂浆内墙L内=70.32 m H=3.46 mV=L内HB-扣除+增加=70.323.460.24=58.394 m3扣除1门（1.52.77+0.921）0.24=30.150.24=-7.236 m3 2过梁0.240.18（27+1.41）=-0.665 m33圈梁0.240.0670.32=-1.01 m34构造柱0.240.33.402=-0.49 m3合计：58.394-（7.236+0.665+1.01+0.49）=48.99m3

19、四、砌 筑 工 程-砖墙7240厚女儿墙M5混合砂浆L中=71.24 H=0.84V=LHB=71.240.840.24=14.362 m3扣除 构造柱0.240.30.8416=-0.968 m3总计：14.362-0.968=13.394 m3120厚混水实心砖墙1层M10混合砂浆内墙L=8.52 m H=4.2-0.12=4.08 mV=L内HB-扣除+增加LHB=8.524.080.115=3.998 m3扣除1门（0.92+1.22.7）0.115=-0.58 m32过梁0.1150.12（1.4+1.7）=-0.043 m3合计：3.998-（0.58+0.043）=3.353 m

20、3四、砌 筑 工 程-砖墙860厚混水实心砖墙1层M10水泥砂浆内墙L=5.97 m H=4.08 mV=L内HB-扣除+增加LHB=5.974.080.053=1.291m3扣除1门0.9220.053=-0.19 m3 合计：1.291-0.19=1.101 m3 台阶S=S水=（5.1+3）1.5=12.15 m2五、钢 筋 砼 工 程1.条形基础 C25混凝土 V=ALV1=（1.30.3 +0.470.1）48.09=0.43748.09=21.015m3V2=（0.80.30+ 0.470.1）3.3=0.2873.3=0.947m3V3=（1.70.30+0.470.1） 10.

21、33=0.55710.33=5.754 m3V4=（1.90.30+0.470.1） 23.71=0.61723.71=14.629m3V5=（1.40.30+0470.1） 13.33=0.46713.33=6.225 m3总计：21.015+0.947+5.754+14.629+6.225=48.57m3五、钢 筋 砼 工 程2.独立基础C25砼V1= 1/3H1（A1+A2+ ）+A2H2 2=1/30.30（0.50.5+2.02.0+ ）+2.02.00.3 6=1.7256=10.356 m3 V2=(1/30.3(0.50.5+2.92.9+ )+2.92.90.3 4=3.53

22、44=14.136 m3合计：10.356+14.136=24.492 m33. 框架柱C30砼V=AH=0.40.4（1.7+4.18）10=0.1658.80=9.408m34.柱模板 超高 2.285mV=0.40.42.2810=3.648m35. 构造柱 C25砼V=0.240.3（3.6515+6.0811+0.916）=0.072351.28=25.292m3五、钢 筋 砼 工 程6.有梁板1层梁砼C30 板C25砼V有=SH+V梁-V柱=(21.68.4-0.40.44-0.40.206-0.120.128)0.12+0.350.58（21.6-0.45）+0.350.68（6

23、-0.4）2+ 0.350.78（6-0.4）2=180.2050.12+0.20319.60+0.23811.20+0.27311.20=31.327 m3其中：V梁= 3.528+3.136+4.802=11.466m3WKL-1 V=AL=0.350.9（6-0.4）2=3.528 m3WKL-2 V=AL=0.350.8（6-0.4）2=3.136m3WKL-3V=AL=0.350.7（21.6-0.45）=4.802m3V板=V有-V 梁 =31.327-11.466=19.861m36层 扳砼C20 梁砼C25V=SH+V梁-V柱=9.353+1.531=10.921 m3V板=S

24、H=（13.5-0.252）6-0.240.12-0.120.1220.12=77.9420.12=9.353m3L-1 V=AL=0.250.56.242-0.240.240.50=1.531m3 1层超高V=19.861m3五、钢 筋 砼 工 程平板1层C25砼V=（5.1013.5-0.120.126）0.12+（5.104.50-0.120.124）0.13=8.252+2.973=11.225 m3平板超高V=11.225m3平板 C20砼 26层V=SH=11.225+（8.4021.60-0.120.1216）0.12 4+（21.67.5+8.16-0.120.1224）0.1

25、2=32.974+25.23=157.11m3 五、钢 筋 砼 工 程过梁1-6层C25 V=AL=0.370.24(2.910+22+1.7+4.1)+（0.370.3-0.120.12）(2.911+2.3+22) 5=0.088838.8+0.096638.25=3.445+3.695=21.896m3V=AL=0.240.18(2.040+1.47)+0.120.12(1.7+1.4) =0.043289.8+0.02163.1+0.01082.8=3.879+0.045=3.924 m3总计：V=21.896+3.924=25.82m3五、钢 筋 砼 工 程圈梁1层C25砼26层C2

26、0砼V外=（0.370.18-0.120.12）70.72-0.249（0.240.18-0.120.12) -0.46（0.320.18-0.120.12） =0.052270.72-0.062-0.104=3.526 m3V内=0.240.0637.44-0.240.2420.06=0.539-0.0069=0.532 m3V外= （0.370.18-0.120.12）(70.72-2.911-2.3-22)-0.24m3（0.240.18-0.120.12）13 5=0.052232.52-0.09 5=8.038 m3V内=0.240.06（81.844+70.32）-0.240.24

27、250.06=5.727-0.035=5.692+0.05(雨篷)=5.742m3 5.LL-1 C30砼0.30.359.85=0.1059.85=1.034m3五、钢 筋 砼 工 程楼梯C20 S=S水=（3.6-0.24）5.15=85.68 m2雨蓬C20砼S=4.51.21+0.3（4.5+1.212）=5.445+2.076 =7.531 m2反檐V=0.080.3(4.5+1.22)+0.060.12(4.62+1.282)=0.166+0.052=0.218 m3压顶C20 V= (0.3870.56-0.240.2416)0.06 =1.553 m3窗台理石 S=LB=181

28、.70.27=49.059 m2楼梯栏杆20、25方钢L=0.46257=118.22m L=0.5257=128.5T=LK=118.223.14+128.54.91=1002.15kg=1.002t砌体钢筋见钢筋明细表门窗工程一、门 1、门 1220 S=1.22.0=2.4m22、半玻平板门1527 S=1.52.740+1.22.7=165.24 m23、镶板门0920S=0.92.010=18.00 m24、门玻1527 S=1.52.740+1.22.71=165.24m25、五金 门1527 41樘（含1227）6、五金 门0920 10樘 二、扶手 L=（3.71+3.44+3

29、.288+0.29+1.78）1.15=36.971.15=42.52 m楼 地 面 工 程-面层、找平层水砂地面 46客房 S=179.614 2+62.11+（8.1-0.24 2）5.76 =359.23+62.11+43.89=465.23 m2散水 S=168.381.07=7 3.166 m2 总计：S=465.23+73.166=538.396m2 垫层C15砼地面 V=SH=（22.114-0.3770.72-0.2437.44）0.1=274.2480.1=27.43m3散水V=SH=73.1660.1=7.32 m3台阶V=SH= （3.9+1.8）0.90.1=5.130

30、.1=0.513 m3总计：V=27.43+7.32+0.513=35.26m3水砂找平地面水砂找平地面2020厚厚S S地地= S= S1 1层层 +S+S地板地板+S+S卫卫 =274.25+13.26=274.25+13.265.76+4.265.76+4.264.864.865+5+（4.26+4.864.26+4.86）2-2-0.9+0.240.9+0.24） 0.20.26=274.25+76.378+103.52+21.1=475.25 6=274.25+76.378+103.52+21.1=475.25 m2 水砂找平地面水砂找平地面10厚：S地=S26层=（22.114-0

31、.3770.72-0.2481.84-3.365.1）4+（22.114-0.3770.72-0.2470.32 -3.365.1-76.38）-103.52=246.4564+172.84-103.52=1055.15m2楼 地 面 工 程-垫层基础C10砼垫层V=（1.544.59+12.4+1.910.53+2.119.675+1.612.84+0.57.00+2.22.26+3.13.14）0.1=（154.687+67.48）0.1=22.213 m3台阶碎砖灌浆垫层V=0.90.09（3.9+1.8）+1.20.35（4.5+2.4）=0.462+2.898=3.36 m3砂垫层台

32、阶V=SH=1.5(5.10+3.00)0.3=10.620.3=3.645m3散水V=SH=73.1660.3=21.95m3总计：V=3.645+21.95=25.60m3找平水砂S屋面隔气= S水平+S卷起=（22.1-0.48）（14-0.48）+（21.62+13.52）20.15=292.30+10.54=302.84 m2 找平屋面20厚（填充材料上）S屋面防水= S水平+S卷起=（22.1-0.48）（14-0.48）+（21.62 +13.52）20.25=292.30+17.57=309.87m2砼屋面保护 S=292.30m2SBS屋面防水 S=309.87m2隔气屋面

33、S=302.84 m2苯板屋面保温 V=SH=292.30.06=17.54 m3炉渣砼屋面保温m3V=SH平=292.3（0.03+1/413.523 %）=292.30.1314= 38.41 m3一、按图计算直接费（2000年黑龙江省预算定额）二、工程量计算：1、场地平整 2、综合脚手架 3、基础及土方 4、砌体及圈梁、过梁5、楼板 6、地面 屋面 7、装饰 4、楼板C30砼。 三、施工方法：1、人工场地平整 2、钢木混合脚手架 3、反铲挖掘机挖土及运输10KM机械挖土全部运出 4、回填土需回运 5、模板采用组合钢模板、钢木支撑。四、设计说明：1、基础C20砼，垫层C10砼，DQL C2

34、5砼，490240 240240。2、普通土，防水砂浆基础防潮，砖基础M5水泥砂浆，砖墙M7.5混合砂浆。3、圈梁兼过梁，外墙370180， 内墙240180，C25砼。过梁490180 ，C25砼。一、参数计算L外=（12.74+6.74）2=38.96mL 中= L外-4B =38.96-40.49=37.00 mL 内土=6-0.4752+6-0.475-0.4+6-0.4752=15.225 mL 内基=6-0.2752+6-0.275-0.2+6-0.2752=16.425mL 内=6-0.122+6-0.24+6-0.24=17.28 mL女 中= L外-4B =38.96-40.

35、37=37.48mS1=12.746.74=85.87 m2Sj = S1-BL=85.87-0.4937.00-0.2417.28=63.59 m2二、土石方工程1、场地平整S=(a+4)(b+4)=(12.74+4)(6.74+4)=16.7410.74=179.79S= S1+2 L外+16=85.87+238.96+16=179.79 m22、基础挖土V外=（a+2c+Kh）H L 中=(1.2+20.15+0.422.2)2.237=197.31V内=（a+2c+Kh）H L 内土=(0.8+20.15+0.422.2)2.215.225=67.79 m3 合计：265.10 m33

36、、基础回填V=V挖-V结=265.1087.44=177.66 m3V外结= A L 中=（1.20.5+0.81.5+0.490.2）37.00=70.226 m3V内结= A L内基=（0.80.5+0.41.5+0.240.2）16.425=17.21 m3 合计：87.44 m34、室内地面回填 V=Sjh=63.590.2=12.72 m35、余土外运 V=V挖-V回=265.10（177.85+12.72） =265.10-190.57=74.532 m3三、门窗工程C：S1=2.12.44=20.16 m2 S2=1.82.43=12.96 m2 合计：33.12m2M：S1=1

37、.53.01=4.5 m2 S2=0.92.73=7.29 m2 合计：11.79m2四、钢筋砼工程1、DQL V1=AL=0.490.2437=4.351 m3 V2=AL=0.240.2417.28=0.995 m3 合计：4.351+0.995=5.346m32、QL V1=AL=0.370.18（38.96-0.3058）=0.066636.52=2.432 m3 V2=AL=0.240.1817.28=0.043217.28=0.747 m3 合计：2.432+0.747=3.179m33、GL V1=AL=0.490.18（2.64+2.33+2） =0.073819.3=1.42

38、4 m3 V2=AL=0.240.12（0.9+0.5）3=0.121 m3 合计：1.424+0.121=1.545m34、板：V=SH=（12.00-0.24）（6-0.24）-0.2417.280.10 =67.7376-4.14720.1=6.359 m3外墙QL兼GLGL V1=AL=0.490.18（2.64+2.33+2） =0.073819.3=1.424 m3QL V1=AL=0.370.18（38.96-0.3058-19.3）=0.066617.22=1.147 m3五、基础及砌体工程1、毛石基础 V外= A L 中=（1.20.5+0.81.5） 37.00=1.837

39、.00=66.60 m3V内= A L内基=（0.80.5+0.41.5）16.425 =1.0016.245=16.245 m3 合计：82.845m32、砖基础 V外= A L 中=0.490.537.00=9.065 m3 V内= A L内=0.240.517.28=2.074 m3 合计：11.139-4.351-0.995=5.793m33、490外墙外墙 V V外外= L= L 中中H HB=37.00B=37.004.84.80.49=87.024 m0.49=87.024 m3 3扣除：扣除：MC MC （33.12+4.533.12+4.5）0.49=37.620.49=37

40、.620.49=-0.49=-18.434 m18.434 m3 3 QL 0.37 QL 0.370.080.08（38.96-0.30538.96-0.3058 8）=0.0296=0.029636.52=-1.08 m36.52=-1.08 m3 3 （37-0.1237-0.124 4）=36.52 m=36.52 m3 3 GL GL （0.490.490.18-0.120.18-0.120.120.12）（2.62.64+2.34+2.33+23+2）=0.0738=0.073819.3=-1.424 m19.3=-1.424 m3 3 计：计：-20.938m-20.938m3

41、3 合计：合计：87.024-20.938=66.086m87.024-20.938=66.086m3 34、240内墙 V内= L 内HB=17.284.80.24=19.907扣除：M 7.290.24=-1.75 QL 0.240.0817.28=0.019217.28=-0.332 GL 0.240.12（0.9+0.5）3=-0.121 计：-2.203m3 合计：19.907-2.203=17.704m3 5、370女儿墙 V= L HB=17.480.90.365 =5.742扣除：QL V=0.240.1（38.96-0.258） =0.02436.96=-0.887 合计：4

42、.855m3 6、钢筋砼基础V外= A L 中=1.20.3+（0.59+1.20）0.3/2 37.00=0.62937.00=23.255m3V内= A L内基=0.80.3+（0.34+0.8）0.3/2（63-0.176）=0.41116.98=6.98 m3 合计：30.23m37、砖基础 V外= A L 中=0.491.537.00=27.195 m3 扣除： DQL V外= A L 中=0.490.2437=-4.351 m3 计：27.195-4.351=22.844m3V内= A L内=0.241.517.28=6.222 m3DQL V内= A L 中=0.240.2417.28=-0.995m3 计：6.222-0.995=5.227m3 合计： 22.844+5.227=28.071m3