建筑工程计价课程设计1dopb.docx

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1、建筑工工程计价价课程程设计指导教师师： 陈陈德芳 班 级： 088土木二二班 学生姓名名：江晓晓辉学 号： 22008810770设计时间间： 20111.99.7 江西科技技师范学学院建筑筑工程学学院19目录一、基数数计算.(3)二、土方方工程.(3)三、砌筑筑工程.(4)四、混凝凝土和钢钢筋混凝凝土工程程.(5)五、屋面面防水工工程.(7)六、混凝凝土和钢钢筋混凝凝土模板板工程 .(7)七、脚手手架工程程.(9)八、钢筋筋计算.(10)九、现浇浇构件钢钢筋.(11)工程量计计算表序号分部分项项名称计算式单位数量一基数计算算建筑面积积一二层外外墙外围围面积+1/22檐廊面面积+挑挑廊面积积2

2、211.7447.77411/21.553.5433=3223.7785mm2m2323.7855L外墙外外边线（3+3.554+44.5+0.1122）+（6+1.55+0.122）2=558.996mm58.996L外墙中中心线(211.744-0.122)+(7.74-0.1122)2=558mm58总内墙净净长线(6-00.1222)5=228.88mm28.88二土方工程程1场地平整整（4.55+0.122+222）（6+1.55+0.122+222）+（43.55+3+0.112-00.122+2-2）(6+0.1122+222)=2888.433m2100mm22.888432基

3、槽挖土土V挖=VV内墙+V外墙墙V内墙=（6-0.3352-220.33）（0.352+00.32）（0.25+0.11252+00.1）5=18.33 m3V外墙=58（0.352+00.32）（0.12552+00.255+0.1）=45.24 m3V挖=445.224+118.333=663.557 mm3100mm30.633573回填土V回=VV挖-VV基础+V房心心+V廊廊V基础=V外+V内=580.240.11+0.1255（0.24+0.00632）+0.1125（0.24+0.00634）+0.770.225+550.10.224(6-0.224)+0.1125(0.24+0

4、.00632)(6-0.224-00.06632)+0.1125(0.24+0.00634)(6-0.224-00.06634)+0.770.225(6-0.77)=266.0774 mm3V房心=（44.5-0.224）( 66+1.5-00.244)+(6-00.244)(0.35-0.224)4+(6-00.244)(3-0.224) （0.45-0.008-00.022）=442.668M33V廊=1171.550.335=88.9225 mm3V回=663.557-226.0074+42.68+8.9925=90.9011 m3100mm30.90090114双轮车运运土1550mV

5、运进土土=V回回-V挖挖90.99011.225-663.5571.008=444.9971 m3 (松松散状态态)100mm30.25542三砌筑工程程序号分部分项项名称计算式单位(m3)数量1M5砖基基础V砖基=V外+V内=580.24(0.45+0.11)+(0.224+00.06632)0.1125+(0.24+0.00634)0.1125+5(66-0.24)0.224(0.45+0.11)+(6-00.244-0.06332)(0.24+0.00632)0.1125+(6-0.224-00.06634)(0.224+00.06634)0.1125=200.666 m3102.066

6、62M2.55外廊清清水砖墙墙V=L外外中H墙厚-V门窗窗-V过过梁-VV楼梯口口V门窗=（21.222.55+80.992.55+811.88+20.6640.44）0.224=99.344 m3V过梁=（1.2+00.2442）0.1120.2242+（00.9+0.2242）0.2240.1128+（11+0.242）0.1120.2248+（00.644+0.242）0.1120.2242=00.822 m3V楼梯口口=（33.62-00.088-0.1-00.3）0.24（3-0.122）=4.45 m3V=（11.5+3.554+33）（23.66-0.08-0.11）0.224-

7、99.111-0.82-4.445=116.556 mm3注：M-1（22）、MM-2（88）、CC-2（88）、CC-4（22）101.65563M2.55浑水砖砖墙V=V外外混+VV内混-V过梁梁-V门门窗-VVL4内内墙V外混=（4.52+11.5+62+33+3.54）0.224（3.62-00.088-0.1）=66.55 m3V内混=（6-0.1122）0.2245（3.62-00.088-0.1）=48.52 m3V过梁=（0.242+11.5）0.120.2412+（0.242+1）0.120.248+（0.64+0.242）0.120.242+（0.242+1）0.120.2

8、42=1.175 m3V门窗=（1.51.8812+11.888+00.64420.44+112）0.224=111.8835 m3VL4内内墙=00.2440.3325=00.722 m3V=1001.334 mm31010.11914砌麻石花花台V=（11+0.22）（0.4+00.22）（0.2+00.555）-110.44（0.2+00.555）2+（1+0.222+00.0552）（0.4+00.22+00.0552）-10.440.0052=11.7775 mm3100.17775四混凝土和和钢筋混混凝土工工程序号分部分项项名称计算式单位数量1C10混混凝土基基础垫层层V=0.70

9、.22558+50.770.225（6-0.77）=114.7787 m310m331.477872现浇钢筋筋混凝土土单梁、连连续梁L-2=0.2240.445（4.5+00.1222）+0.2240.44512=00.733 m3L-4挑挑出=550.224（0.2+00.3）0.51.32=0.4 m3LL-11=（00.2+0.005）（3.54+33）0.118=00.777 m3V=0.73+0.44+0.77=1.99 m310 mm30.1993现浇钢筋筋混凝土土圈梁L-4圈圈梁=00.2440.3325=00.722 m310 mm30.07724现浇钢筋筋混凝土土有梁板板V板

10、=（6+0.1122）（3+0.1122）+（4.5+00.1222）（6+1.55+0.122)0.008=44.555 m3L-1=（4.5+00.1222）0.4450.224+00.2440.44512=00.733 m3L-3=（3+0.1122）0.2240.33=0.23 m3V=5.51 m310 mm30.55515现浇钢筋筋混凝土土平板V板=00.088（6+0.1122）（3.52-00.1222+33.52）=6.887 mm310 mm30.68876现浇钢筋筋混凝土土挑檐V=0.080.55（4.5+33.54+33+0.622）+0.0080.55（6+1.55+

11、0.122）+0.0080.55（4.5+00.6222）+0.0081.55（3.54+33+0.62）+0.0080.55（6+0.1122）=3.881 mm310 mm30.38817现浇钢筋筋混凝土土楼梯S=（33-0.122）（3.3+00.2）=9.666 mm210 mm30.96668现浇钢筋筋混凝土土楼梯栏栏板V=1.15（3.3+00.2）0.90.052+（3-0.24）0.50.90.05=0.424 m310 mm30.044249现浇钢筋筋混凝土土台阶S=(17+0.66)0.99+(11.5-0.33)0.99=116.992 mm310 mm21.699210

12、散水面一一次抹光光60厚厚C100混凝土土V=0.6(1-0.112)（44.5+0.1122-00.22-00.4）+（6+1.55+0.12+1）+（4.5+33.54+33+12+00.1222）+（6+0.1122-00.22-00.4）=222.044 m3100mm30.2220411预制空心心板混凝凝土YKB337544-1 4块块 0.1188M3/块YKB337555-1 144块 0.1466 M33/块YKB3354-1 200块 0.1100 M33/块YKB3355-1 400块 0.1366 M33/块YKB3304-1 3块块 0.0944 M33/块YKB330

13、5-1 5块块 0.1177 M33/块（0.11184+00.144614+0.111020+0.113640+0.00943+00.11175）1.0015MM3=111.119 mm310 mm31.111912多孔板接接头灌缝缝11.0023 m310 mm31.100213多孔板运运输（55km）11.00231.0013MM3=111.117m310 mm31.111714多孔板安安装11.00231.0005MM3=111.110 mm310 mm31.111015现浇构件件钢筋见表现现浇构件件钢筋t1.9992416预应力钢钢筋b4钢钢筋YKB337544-1 4块块 3.43

14、kkg/块块YKB337555-1 144块 44.233 kgg/块YKB3354-1 200块 22.899 kgg/块YKB3355-1 400块 33.300 kgg/块YKB3304-1 3块块 11.966 kgg/块YKB3305-1 5块块 22.311 kgg/块（433.433+1444.223+2202.889+4403.330+331.996+552.331）kkg=2280.17kkgt0.2880五屋面防水水工程序号分部分项项名称计算式单位(m2)数量11：2.5水泥泥砂浆找找平层S=(44.5+0.6622)(6+1.55+0.122+00.52)+(3.53+3

15、3+2.88+0.662)(8.74-0.55)=1190.25 m21001.900252三毡四油油一砂防防水层S=1990.225 mm21001.900253基础防水水砂浆防防潮层S=0.24(588+288.8)=200.833 m21000.20083六混凝土和和钢筋混混凝土模模板工程程序号分部分项项名称计算式单位(mm3)数量1混凝土基基础垫层层木模板板S=(6+11.5+0.3352)2+(4.55+3.54+33+0.352)2+22(6+1.55-0.352+44.5-0.3352)+2(6-0.3352+33.5-0.3352)4+22(6-0.3352+33-0.352)

16、0.225=440.55 m21000.40052单梁、连连续梁木木模板S=S(L-22)+SS(L-4挑出出)+SS(LLL-1)S=(4.55-0.122)(0.24+0.4452)+0.445122+(00.2+0.33)1.3320.5525+00.2441.3325+(33.543+0.112)(0.18+0.2252)=233.188 m21000.233183现浇钢筋筋混凝土土圈梁木木模板S=S(L-44)=22250.33=6 m31000.0664现浇钢筋筋混凝土土有梁板板木模板板S=S板板+S梁梁S板=(6+11.5-0.1122)(4.5-00.1222)+6(3-0.1

17、122)=47.49 m2S梁=(4.5-00.1222)0.4452+110.44522+(33-0.122)0.332S=544.788 m21000.544785现浇钢筋筋混凝土土平板木木模板S=(33.5-0.1122)(6-0.1122)4=775.111 mm21000.755116现浇钢筋筋混凝土土挑檐木木模板S=(4.55+3.54+33+0.622)0.55+(66+1.5+00.1222)0.55+(44.5+0.6622)0.55+1.5(2.88+3.553+33+0.62)2+(6+00.1222)0.55+(6+1.55+0.622)+(4.5+33.54+33+0

18、.622)+(6+0.662+11.5+0.112)+(3.53+33+2.88+0.662)+(0.62+4.55+0.62)+0.40.008=557.119 mm21000.577197现浇钢筋筋混凝土土楼梯木木模板S=(33.3+0.22)(3-0.1122)=9.666 mm21000.099668现浇钢筋筋混凝土土楼梯栏栏板木模模板S=(33.3+0.22)0.9922+(3-00.1222)0.550.992=115.008 mm21000.155089现浇钢筋筋混凝土土台阶木木模板S=(3.554+33+1.5)+(3.54+33+0.3+11.5+0.33)+(3.554+3

19、3+0.32+11.5+0.332)00.155=8.5955 m21000.088595510预制空心心板混凝凝土模板板S=111.199 m221000.11119七脚手架工工程序号分部分项项名称计算式单位(mm2)数量1钢管双排排外脚手手架S=(44.5+0.1122+66+1.5+00.1222+44.5+3.554+33+0.122+66+0.122)(7.2+00.455)=3309.521003.099522里脚手架架S=S内内+S(L-22)S= (66-0.24)5+33.54+33+1.5(3.6-00.122+3.6-00.088)+(44.5-0.1122)(3.6+0

20、0.455)=3348.351003.488353挑脚手架架L=1772=3341000.344八 、 钢筋计计算钢筋号钢筋长度度(m)钢筋根数数(根)钢筋总长长（m）11.0+0.224+00.622-0.0155+（00.088-0.0155*2）*2=11.9445(6.00+1.5-00.244-0.05*2)/0.115+11+（66.0-0.224-00.055*2）/0.115+11=8771.9445*887=1169.125520.9+0.224+00.622-0.0155+（00.088-0.0155*2）*2=11.8445(4.5-00.244-0.05*2)/0.11

21、+1*2=86108445*886=1158.6731.0+1.00+0.24+（0.08-0.0015*2）*2=22.344(4.55-0.24-0.005*22)/00.155+1=292.344*299=677.86641.0+0.88+0.24+(0.08-0.0015*2)*2=22.144(6.00+1.5-00.244-0.05*2)/0.115+11=4992.144*499=1004.88656.0+1.55+2*6.225*00.0008=77.6(4.55-0.24-0.005*22)/00.155+1=297.6*29=2200.464.5+2*66.255*0.00

22、88=4.6(6.00+1.5-00.244-0.05*2)/0.115+11=4994.6*49=2255.473.5+2*66.255*0.0088=3.6(6.0-00.244-0.05*2)/0.11+1*4=23223.6*2322=8335.2283.0+2*66.255*0.0088=3.1(6.00-0.24-0.005*22)/00.1+1=5583.1*58=1799.896.0+2*66.255*0.0088=6.1(3.5-00.244-0.05*2)/0.22+1*4+(3.0-00.244-0.05*2)/0.22+1=836.1*83=5066.3100.7+0.

23、88+0.24+(0.08-0.0015*2)*2=11.855(6.00-0.24-0.005*22)/00.155+1=391.855*399=722.155111.5+6.00+0.62+2*(1.4414*0.005-00.055)-00.0115*22+(00.088-0.0155*2)*2=8.224(3.5-00.244-0.05*2)/0.22+1*4+(3.0-00.244-0.05*2)/0.22+1=838.244*833=6883.992120.8+0.88+0.24+(0.08-0.005*22)*22=1.94(6.00-0.24-0.005*22)/00.155+

24、1=391.944*399=755.666130.8+0.224+00.622-0.0155+(00.088-0.0155*2)*2=1.7745(3.5-00.244-0.05*2)/0.22+1*4+(3.0-00.244-0.05*2)/0.22+1=831.7445*883=1144.8355140.8+0.224+11.5-0.0015+(0.08-0.0015*2)*2=22.644(3.5-00.244-0.05*2)/0.22+1*4+(3.0-00.244-0.05*2)/0.22+1=83219.12总长度 336633.288m总重量36633.288*0.3955=14

25、434.50kkg九、现浇浇构件钢钢筋楼梯处项目分部分项项名称数量（根根）单根重量量（kgg）总重量(kg)楼梯板、楼楼梯梁楼梯底部部受力筋筋2（113500/1550+11）=220(33300-3000)1.1118+15002+226.22510/100000.6617=2.333246.664底部分布布筋24（13550-2215）/100000.3395=0.55214412.551负弯矩钢钢筋4（113500/1550+11）=440(10000+1100+1300-1552+66.2558-228-88)/1100000.3395=0.44843319.337负弯矩分分布筋4（1

26、10000/3000+11）=220（13550-2215）/100000.3395=0.55214410.443楼梯梁TTL1箍筋13350/1500+1=10受力筋：4箍筋：2（3000+3300）+24.996+886/1000002222=00.29902受力筋：(13350-252)/100000.8888=1.115444箍筋：22.9002受力筋：4.6618合：7.52楼梯梁TTL2箍筋(330000+12202)/2000+1=17受力筋：4箍筋：2（3000+2200）+24.996+886/1000002222=00.24457受力筋：(30000+12002-2252)

27、/100000.558=11.8550箍筋：44.1777受力筋：7.440合：111.5777楼梯梁TTL3箍筋13350/2000+1=8受力筋：4箍筋：2（3000+3300）+24.996+886/1000002222=00.29902受力筋：(30000+12002-2252)/100000.558=11.8550箍筋：22.3222受力筋：7.440合：9.7222LL1箍筋：44（335000-12202）/1000+1+（330000-12202）/1000+1=1665受力筋：4箍筋：2（3550+1180）+24.996+886/1000002222=00.25590受力筋

28、：（355004+330000+12202-2252）/100001.558=227.116箍筋:442.7735受力筋：1088.644合：1551.3375L1、LL2及其其垫梁箍筋：（110000/1000+11)+(45000-11202)/1500+1=41受力筋: 22受力筋: 22受力筋: 11垫梁横向向受力筋筋:42(10000/1000+1)=888垫梁纵向向受力筋筋：4224001000=244箍筋：2（4550+2240）+24.996+886/1000002222=00.31167受力筋11:（445000+12202-2252）/100001.558=77.5668受

29、力筋22:（445000+12202-2252+223.5510）/100000.6617=2.6659受力筋33:（445000+12202-2252-224000+24000+23.5516）/100001.558=88.111垫梁横向向受力筋筋：（2240-252）/100000.6617=0.1117垫梁纵向向受力筋筋：（110000-2552）/100000.6617=0.5586箍筋：112.9985受力筋: 115.1136受力筋: 55.3118受力筋:8.111垫梁受力力筋:224.336合计：665.991L4外伸部分分箍筋:113200/1000+11=144受力筋11：

30、3受力筋22：2箍筋：2(2550+2240)+24.996+886/100000.2222=0.2241受力筋11：13320/100001.558=22.08856受力筋22：13320/100000.8888=1.117222箍筋：33.3774受力筋11：6.25668受力筋22：2.34444合计：111.9975圈梁箍筋：330000/20000+1=111受力筋11：3受力筋22：2箍筋：2(3000+2240)+24.996+886/100000.2222=0.2263受力筋11：(220000-255)/1100001.558=33.1221受力筋22：(220000-255+6.256)/100000.8888=1.7788箍筋：22.8993受力筋11：9.3633受力筋22：3.5766合计：115.8832