建筑工程预算书6415396378

1、建筑工程预算书 工程名称:总装工房结构型式:二层框架结构建筑高度:7.950m工程造价: 元占地面积:702.56 m2 总建筑面积:1108.92 m2 姓名：黎兵班级：造d1006班学号：2101331 辅导老师：肖老师 2011-10-31 （一）土方工程s建筑=（48+0.24）（12+0.24）2=1180.92 m2l外c轴-c轴=（48+12）2=120 m底层内墙净长线：l横=（64+3）+（3+63+3）=51 ml纵=（4.8-0.24）5+（12-0.24）+（4.8-0.24)3+(4.8-0.12)2+(12-0.24)=69.36 ml内-l净=51+69.36=1

2、20.36 m二层内墙净长线：l横=（3+63+3+6）+（66-0.24）=65.76 ml纵=（4.8-0.12）3+（4.8-0.24）3+ （4.8-0.24）5+（12-0.24） =128.04 ml内-l净=65.76+62.28=128.04 m1） 计算基坑挖方量：a-27，由于各基础为混凝土独立基础需要支模，工作面c=0.3m,室内外标高差为0.15 m 。一、j1=2.8+0.12+0.32+2.4+0.12+0.32+(1.2+0.1-0.15)=13.25 m3 5个j1 13.255= 66.25 m3 二、j2=（2.2+0.2+0.6）+（2.0+0.2+0.6

3、）1.15=9.66 m3 6个j2 v=9.666=57.96 m3 三、j3=（1.8+0.2+0.6）+（1.6+0.2+0.6）1.15=7.12 m3 9个j3 v=7.129=64.08 m3 四、j4=（1.5+0.2+0.6）+（1.5+0.2+0.6）1.15=6.08 m3 6个j4 v=6.086=36.48 m3 五、j5=（2.2+0.2+0.6）+（1.8+0.2+0.6）1.15=8.97 m3 2个j5 v=8.972=18.00 m3 六、j6=（2.7+0.2+0.6）+（2.2+0.2+0.6）1.15=12.08 m3 2个j2 v=12.082=24.

4、16 m32） 基槽挖方工程量，不扣除基坑所占的工作面h=1.2-0.15=1.05m1.5 m ,则不需要放坡 工作面c=0.3 mb=0.6+0.32=1.2 m s=bh=1.21.05=1.26 m2一、 基槽外净长线，扣除基坑所占:l=120-22+(0.85+0.83+0.2)4+1.72+1.89+2.4+2.25=75.58 m二、基槽内净长线，扣除基坑所占:横轴c: 1/11/5 l=3+63+3-2.64=13.6 m b:11/5 l=46+3=27m 纵轴l=(4.8-0.93)2+(4.8-1.08-1.58)3+(4.8-0.3-1.28)4+(4.8-0.6)+(

5、12-3-1.08-1.28)+(12-1.082-2.42)=42.96 ml=75.58+(13.6+27+42.96)=159.14 m 基槽挖方工程量=sl=1.26159.14=200.52 m3（二）砌体工程1、先计算各门窗洞口占的面积:m1=2.43=7.2 m2 ci=3.62.125=189 m2m2=1.534=18 m2 c2=1.22.15=12.6 m2m3=3.64.22=30.24 m2 c3=1.52.12=6.3 m2m2=1.534=18 m2 s1=7.2+18+30.24+37.8+189+12.6+6.3=301.14 m2 外墙净长线l=(48+12

6、)2=120 m 外墙框架柱站的长度为9.24 m 外墙的面积s2=（120-9.24）（4.2+3.6+1.2-0.52）=886.08 m2 一层内墙面积s3=（120.36-2.8）（4.2-0.5）=434.97 m2二层内墙面积s4=（128.04-2.8）（3.6-0.5）=388.24 m2s净空=886.08+434.97+388.24-301.14=1408.15 m2v净空=1408.150.24=337.9 m3（三）混凝土工程1） c15独立基础垫层混凝土工程量：a13j1=(2.8+0.12)(2.4+0.12)0.15=3.9 m3j2=(2.2+0.12)(2+0

7、.12)0.16=3.168 m3j3=(1.8+0.12)(1.6+0.12)0.19=3.24 m3j4=(1.5+0.12)(1.5+0.12)0.16=1.73 m3j5=(2.2+0.12)(1.8+0.12)0.12=0.96 m3j6=(2.7+0.12)(2.2+0.12)0.12=1.392 m3v总=3.9+3.168+3.24+1.73+0.96+0.1392=14.3 m32）c25混凝土独立基础混凝土：a-18j1=2.82.40.3+1.81.40.255=13.23 m3j2=2.22.00.25+1.21.20.256=8.76 m3j3=1.81.60.25+

8、1.00.90.259=8.51 m3j4=1.51.50.25+0.90.90.206=4.35 m3j5=2.21.80.25+1.41.10.252=2.75 m3j6=2.72.20.25+1.71.40.252=4.16 m3v总=13.23+8.76+8.51+4.35+2.75+4.16=41.76 m33）c25矩形框架柱混凝土工程量：a4-29kz1=0.350.4（7.8+0.7-0.2）8+0.350.4（7.8+0.75-0.2）5=15.14 m3kz2=0.40.4（7.8+0.65-0.2）5=6.6 m3kz3=0.350.4（7.8+0.7-0.2）8=9.3

9、0 m3kz4=0.40.45（7.8+0.7-0.2）4=5.98 m3v总=15.14+6.6+9.30+5.98=37.02 m34) c20构造柱混泥土工程量：a4-31 gz2=0.250.25(7.8+0.06-0.35)1=0.47 m3 gz1=0.250.25(9.00-7.80)22=1.65 m3 v总=0.47+1.65=2.12 m35）c25有梁板混凝土工程量：a43一、楼板混凝土工程量v二层楼板 =(48+0.24)(12+0.24)-34.8-2.764.80.1=56.28 m3v屋面楼板=(48+0.24)(12+0.24)0.1=59.05 m3 v总=5

10、6.28+59.05=115.33 m36）条形基础垫层混凝土工程量： v=sl=0.60.2159.14=19.09 m3二、与二楼楼板相连的的梁a轴c轴 kl 250500:v=(7.2-0.12-0.28)0.25(0.55-0.1)=0.765 m3kl2(1): (4.8-0.28)0.25(0.3-0.1)=0.226 m3kl3(2): 0.25(0.6-0.1)(7.2-0.12-0.28)+0.25(0.45-0.1)(4.8-0.282)5=10.36 m3kl5(3): (12-0.28-0.4-0.28)0.25(0.5-0.1)=1.10 m3kl6(3): (12-

11、0.282)0.25(0.5-0.1)=11.94 m3kl7(3): (12-0.28-0.4-0.28)0.25(0.5-0.1)=1.10 m3kl8(8): (48-0.23-0.358-0.23)0.25(0.5-0.1)=4.47 m3kl9(7): (42-0.125-0.255-0.45-0.125)0.25(0.5-0.1)+(6-0.125-0.33)0.3(0.9-0.1)=5.34 m3kl10(7): (42-0.28-0.45-0.45-0.125)0.25(0.5-0.1)+(6-0.125-0.33)0.3(0.9-0.1)=5.25 m3kl11(5): (2

12、4-0.175-0.354-0.175)0.25(0.5-0.1)=2.23 m3kl12(2): (12-0.175-0.35-0.175)0.25(0.5-0.1)=1.13 m3kl13(1): (6-0.175-0.23)0.25(0.5-0.1)=0.56 m3ll1(1): (4.8-0.1252)0.25(0.45-0.1)13=5.17 m3ll2(2): (12-0.125-0.25-0.125)0.25(0.45-0.1)=1.00 m3 v=0.765+0.226+10.36+1.10+11.94+1.1+4.47+5.34+5.25+2.23+1.1 3+0.56+5.

13、17+1.00=50.64 m3三、与屋面楼板相连的的梁:在二楼梁的基础上+(c轴d轴)屋面框架梁+kl2(1)2-ll2(2)v总=50.64+（4.8-0.282）0.25（0.45-0.1）+（7.2-0.12-0.28）0.25（0.35-0.1）2-1.00=50.44 m3有梁板的总体积=115.33+50.64+50.44=216.41 m36）c25单梁混凝土工程量:a4-33 c轴-d轴 kl 250500: v=(4.8-0.282)0.450.25=4.74 m3 kl2(1): 0.250.3(3-0.23-0.175)2=0.39 m3v总=4.74+0.39=5.1

14、3 m37）雨篷的面积:a4-50yp1=61.0=6 m2 yp2=2.41.22=5.76 m2 yp3=61.2=7.2 m2 v总=6+5.76+7.2=18.96 m28）过梁混凝土工程量:a-36 pl2=0.250.352.64=0.23 m3 pl3=0.250.456.24=0.70 m3v总=0.23+0.70=0.93 m3（四）模板工程1）独立基础模板工程量:j1=（2.8+2.4）20.3+（1.8+1.4）20.255=23.6 m2j2=（2.2+2.0）20.25+（1.2+1.2）20.256=19.8 m2j3=（1.8+1.6）20.25+（1.0+0.9

15、）20.259=23.85 m2 j4=（1.5+1.5）20.25+（0.9+0.9）20.206=13.32 m2 j5=（2.2+1.8）20.25+（1.4+1.1）20.252=6.50 m2 j6=（2.7+2.2）20.25+（1.7+1.4）20.252=8.00 m2v总=23.6+19.8+23.85+13.32+6.50+8.00=95.07 m2 2）条形基础模板工程量: 基槽外净长线+外净长线=159.14 m v=(0.122)159.14+(0.572)159.14=219.61 m23)框架柱模板工程量:kz1=(0.35+0.4)2（7.8+0.7-0.2）8

16、+ (0.35+0.4)2（7.8+0.75-0.2）5=162.23 m2kz2= (0.4+0.4)2（7.8+0.65-0.2）5=55.6 m2kz3=（0.35+0.4）2（7.8+0.7-0.2）8=99.6 m2kz4=（0.4+0.45）2（7.8+0.7-0.2）4=63.08 m2v总=162.23+55.6+99.6+63.08=380.51 m24）有梁板模板工程量:楼板的净空面积+梁的侧面面积一、s二楼=562.8 m2 a轴c轴 kl 250500: s=(7.2-0.12-0.28)(0.55-0.1)2=6.12 m2kl2(1): (4.8-0.28)(0.3

17、-0.1)2=1.81 m2kl3(2): (0.6-0.1)(7.2-0.12-0.28)2+(0.45-0.1)(4.8-0.282)25=48.84 m2kl5(3): (12-0.28-0.4-0.28)(0.5-0.1)2=8.83 m2kl6(3): (12-0.282)(0.5-0.1)2=9.15 m2kl7(3): (12-0.28-0.4-0.28)(0.5-0.1)2=8.83 m2kl8(8): (48-0.23-0.358-0.23)(0.5-0.1)2=35.79 m2kl9(7): (42-0.125-0.255-0.45-0.125)(0.5-0.1)2+(6-

18、0.125-0.33)(0.9-0.1)2=40.91 m2kl10(7): (42-0.28-0.45-0.45-0.125)(0.5-0.1)2+(6-0.125-0.33)(0.9-0.1)2=40.19 m2kl11(5): (24-0.175-0.354-0.175)(0.5-0.1)2=17.8 m2kl12(2): (12-0.175-0.35-0.175)(0.5-0.1)2=9.04 m2kl13(1): (6-0.175-0.23)(0.5-0.1)2=4.48 m2ll1(1): (4.8-0.1252)(0.45-0.1)213=41.40 m2ll2(2): (12-

19、0.125-0.25-0.125)(0.45-0.1)2=8.05 m2二楼模板总量562.8+6.12+1.81+48.84+8.83+9.15+8.83+35.79+40.91+40.19+17.8+9.04+4.48+41.4+8.05=844.04 m2二、屋面模板总量:在二楼模板基础上+(a轴c轴)屋面框架梁侧面积+kl2(1)侧面积2-ll2(2)侧面积 s屋面=844.04+（4.8-0.282）（0.45-0.1）2+（7.2-0.12-0.28）（0.35-0.1）22-8.05=846.80 m2二楼及屋面有梁板模板总量和: 844.04+846.8=1690.84 m2（

20、四）钢筋工程1）独立基础钢筋工程量:钢筋不足一根按一根计算j1 12150: (2.8-0.042)0.9（2.4-0.042）0.15+1+ （2.4-0.042）（2.8-0.042）0.15+1=88.01 m 钢筋重量12: 88.01m0.888kg/m5=390.76kgj2 12150: (2.2-0.042)（2.0-0.042）0.15+1+ （2.0-0.042）（2.2-0.042）0.15+1=60.40 m 钢筋重量12: 60.40m0.888kg/m6=321.81kgj3 12200: (1.8-0.042)（1.6-0.042）0.2+1+（1.6-0.042

21、）（1.8-0.042）0.2+1=30.68 m 钢筋重量12: 30.68m0.888kg/m9=245.29kgj4 12150: (1.5-0.042)（1.5-0.042）0.15+1+ （1.5-0.042）（1.5-0.042）0.15+1=31.24 m 钢筋重量12: 31.24m0.888kg/m6=166.45kgj5 12150: (2.2-0.042)（1.8-0.042）0.15+1+ （1.8-0.042）（2.2-0.042）0.15+1=55.08 m 钢筋重量12: 55.08m0.888kg/m2=97.82kgj6 12150: (2.7-0.042)0

22、.9（2.2-0.042）0.15+1+ （2.2-0.042）（2.7-0.042）0.15+1=78.00 m 钢筋重量12: 78.00m0.888kg/m2=138.53kg钢筋总重量:390.76+321.81+245.29+166.45+97.82+138.53=1360.66kg2）框架柱钢筋工程量:钢筋不足一根按一根计算1、kz1: 350400 13根角筋: 418 （7.8+1.2-0.032+10d+12d）413=485.47 m b侧c轴部筋: 216 （7.8+1.2-0.032+10d+12d）213=238.47 m h侧c轴部筋: 216 （7.8+1.2-0

23、.032+10d+12d）213=238.47 m 箍筋长度（复合箍）: 8 l=(0.35-0.032+d)2+(0.4-0.032+d)2+1.9d2+10d2+(0.35-0.032+d)/22+ (0.4-0.032+d)/224+1.9d2+10d 2=2.59 m加密区长度=（4.4/3+4.4/6+0.5+3.6/6+3.6/6+0.5-0.03）=4.37 m非加密区长度=（7.8+0.7）-4.37=4.13 m箍筋个数:n=4.37/0.1+4.13/0.2+3=65根 此框架柱13根n=6513+3=848根箍筋总长:l=2.59848=2196.32 m钢筋重量汇总:

24、18g: 485.470.00617182=970.49 kg16g: 238.4720.00617162=753.34 kg 8g: 2196.320.0061782=872.28 kg2、kz2: 400400 5根角筋: 420 （7.8+1.2-0.032+10d+12d）45=187.6 m b侧c轴部筋: 218 （7.8+1.2-0.032+10d+12d）25=93.36 m h侧c轴部筋: 218 （7.8+1.2-0.032+10d+12d）25=93.36 m 箍筋长度（复合箍）: 8 l=(0.4-0.032+d)4+1.9d2+10d2+2 (0.4-0.032+d)

25、/24+1.9d2+10d2= 2.76 m加密区长度=（4.4/3+4.4/6+0.5+3.6/6+3.6/6+0.5-0.03）=4.37 m非加密区长度=（7.8+0.7）-4.37=4.13 m箍筋个数:n=4.37/0.1+4.13/0.2+3=65根 此框架柱5根n=655+3=328根箍筋总长:l=2.76328=905.28 m钢筋重量汇总: 20g: 187.60.00617202=463.00 kg18g: 93.3620.00617182=373.27 kg 8g: 905.280.0061782=357.47 kg3、kz3: 350400 8根 角筋: 420 （7.

26、8+1.2-0.032+10d+12d）48=300.16 m b侧c轴部筋: 220 （7.8+1.2-0.032+10d+12d）28=150.08 m h侧c轴部筋: 218 （7.8+1.2-0.032+10d+12d）28=149.38 m 箍筋长度（复合箍）: 8 l=(0.35-0.032+d)2+(0.4-0.032+d)2+1.9d2+10d2+(0.35-0.032+d)/22+ (0.4-0.032+d)/224+1.9d2+10d 2=2.59 m加密区长度=（4.4/3+4.4/6+0.5+3.6/6+3.6/6+0.5-0.03）=4.37 m非加密区长度=（7.8

27、+0.7）-4.37=4.13 m箍筋个数:n=4.37/0.1+4.13/0.2+3=65根 此框架柱8根n=658+3=523根箍筋总长:l=2.59523=1354.6 m钢筋重量汇总: 20g: (300.16+150.08)0.00617202=670.56 kg18g: 149.380.00617182=298.62 kg 8g: 1346.80.0061782=531.82 kg4、kz4: 400450 4根角筋: 422 （7.8+1.2-0.032+10d+12d）44=150.78 m b侧c轴部筋: 222 （7.8+1.2-0.032+10d+12d）24=75.39

28、 m h侧c轴部筋: 218 （7.8+1.2-0.032+10d+12d）24=74.69 m 箍筋长度（复合箍）: 8 l=(0.4-0.032+d)2+(0.45-0.032+d)2+1.9d2+10d2+(0.4-0.032+d)/22+ (0.45-0.032+d)/224+1.9d2+10d 2=2.79 m加密区长度=（4.4/3+4.4/6+0.5+3.6/6+3.6/6+0.5-0.03）=4.37 m非加密区长度=（7.8+0.7）-4.37=4.13 m箍筋个数:n=4.37/0.1+4.13/0.2+3=65根 此框架柱4根n=654+3=263根箍筋总长:l=2.79

29、263=733.77 m钢筋重量汇总: 22g: (150.78+75.39)0.00617222=675.40 kg18g: 74.690.00617182=149.31 kg 8g: 733.770.0061782=289.75 kg3）框架梁的钢筋工程量: 根据总设计说明lae=34d 保护层厚=0.03m, lle=1.234d=41d一、kl1(2) 250550上部通长筋直径d=0.018m 锚固长=0.4-0.03+150.018=0.64m lae=34d=340.018=0.612m0.64m,锚固长取0.64m lle=41d=0.738m ad轴上部通长筋: 218: (

30、12-0.282)+0.642+0.7382=26.92 ma轴支座负筋: 222: (7.2-0.4)/3+（0.4-0.03+150.022）2=5.93 mc轴支座负筋上部第一排: 222: (4.8-0.282)/32+0.42=6.45 mc轴支座负筋上部第二排: 222: (4.8-0.282)/42+0.42=5.04 mac轴下部筋: 222:(7.2-0.4)+（0.4-0.03+150.022）22=16.4 m 420:(7.2-0.4)+（0.4-0.03+150.020）24=32.56 mcd轴下部筋: 316:(4.8-0.56)+（0.4-0.03+150.01

31、6）23=16.38m箍筋长度: 10l=(0.25-0.032+d)2+(0.55-0.032+d)2+11.9d2=1.53 m加密区 1.5hb=1.50.55=0.825 m 0.825/0.14=36根非加密区（12-0.282-0.8254）/0.2+1=42根l=(36+42)1.538=119.96 m拉筋长度:梁宽250350，拉筋直径取0.006ml=(0.25-0.032)+0.15+1.90.0062+0.012+0.006=0.3848 ml总=12-0.282）/0.4+10.3848=11.06 m钢筋汇总: 18: 26.920.00617182=53.8122

32、: 35.520.00617222=100.1 kg 20: 32.560.00617202=80.36 kg 16: 16.380.00617162=19.80 kg 10: 119.960.00617102=74.02 kg 6: 11.060.0061762=2.46 kg二、kl2(1) 250300 2根上部通长筋直径d=0.012m 锚固长=0.4-0.03+150.012=0.55m lae=34d=340.012=0.408m0.55m,锚固长取0.55m 上部通长筋: 212: (3-0.23-0.175)+0.5522=7.39 m下部通长筋: 216: (3-0.23-0

33、.175)+0.61222=7.39 m箍筋长度: 8l=(0.25-0.032+d)2+(0.3-0.032+d)2+11.9d2=1.08 m加密区 1.5hb=1.50.3=0.45 m 0.45/0.12=10根非加密区（3-0.23-0.175-0.452）/0.2+1=10根l=(10+10)1.08=20.16 m拉筋长度:梁宽2500.67m,锚固长取0.68m lle=41d 上部通长筋: 220: (12-0.282)+0.682+410.022=27.2 ma轴支座负筋第一排: 220: (7.2-0.4)/3+0.682=5.87 ma轴支座负筋第二排: 220: (7

34、.2-0.4)/4+0.682=4.74 mc轴支座负筋第一排: 120: (7.2-0.4)/32+0.41=4.93 mc轴支座负筋第二排: 225: (7.2-0.4)/42+0.42=7.6 mc轴支座负筋第三排: 225: (7.2-0.4)/42+0.42=7.6 mac轴下部筋: 625:(7.2-0.4)+340.02526=51 m 122: (7.2-0.4)+ 340.0222=8.23 mcd轴下部筋:316:(4.8-0.56)+ 0.4-0.03+150.01623=16.38 m构造钢筋计算(抗扭构造筋搭接长度为lle=1.234d=41d)n214: (12-0

35、.282)+（0.4-0.03+15d）2+410.0142=26.35 mac轴:箍筋长度: 10箍筋长度=(0.25-0.032+d)2+(0.6-0.032+d)2+11.9d2=1.738 ml=(7.2-0.4)/0.1+11.738=13.9 mcd轴:箍筋长度: 8箍筋长度=(0.25-0.032+d)2+(0.45-0.032+d)2+11.9d2=1.60 m加密区 1.50.45=0.675 m 0.675/0.1=7根 72=14根非加密区（4.8-0.282-0.6752）/0.2+1=16根l=(14+16)1.60=48 m拉筋长度:梁宽250350，拉筋直径取0.

36、006ml=(0.25-0.032)+0.15+1.90.0062+0.012+0.006=0.3848 ml总=（7.2-0.4）/0.2+1+（4.8-0.282）/0.4+10.3848=13.65 m钢筋汇总: 25: 66.20.006172525=1276.42 kg 22: 8.230.006172225=122.89kg 20: 42.740.006172025=527.41 kg 16: 16.380.006171625=129.36 kg 14: 26.350.006171425=159.33 kg 10: 13.90.006171025=42.88 kg8: 480.00

37、617825=94.77 kg6: 13.650.00617625=15.16 kg五、kl5(3) 1根上部通长筋直径d=0.016m 锚固长=0.4-0.03+150.016=0.61m lae=34d=340.016=0.544m0.61m,锚固长取0.61m lle=41d 上、下部通长筋: 516: (12-0.282)+0.612+410.0165=66.58 ma轴支座负筋: 116: (4.8-0.48)/3+0.61=2.05 mb轴中支座负筋: 116: (4.8-0.48)/32+0.4=3.28 mc轴中支座负筋: 116: (4.8-0.48)/32+0.4=3.28

38、 m d轴支座负筋: 116: (4.8-0.48)/3+0.61=2.05 m构造筋计算(锚固及搭接长度均为15 d)g214: (12-0.282)+15d2+15d2=24.14 m箍筋长度: 8箍筋长度=(0.25-0.032+d)2+(0.5-0.032+d)2+11.9d2=1.482 mab轴与cd轴:加密区 1.50.5=0.75 m 0.75/0.1=8根 82=16根非加密区（4.8-0.48-0.752）/0.2+1=15根n=(16+15)2=62根bc轴: n=（2.4-0.4）/0.1+1=21根l=(62+21)1.482=123.00 m拉筋长度:梁宽2500.

39、67m,锚固长取0.68m lle=41d 上部通长筋: 220: (12-0.282)+0.682+410.022=27.2 ma轴支座负筋: 118: (7.2-0.4)/3+0.4-0.03+150.018=2.90 md轴支座负筋: 118: (7.2-0.4)/3+0.4-0.03+150.018=2.90 m下部通长筋筋: 锚固长=0.4-0.03+15d 218: (12-0.282)+ (0.4-0.03+15d)2+410.0182=26.92 m116: (12-0.282)+ (0.4-0.03+15d)2+410.016=13.32 m构造钢筋计算(锚固及搭接长度均为1

40、5 d)g214: (12-0.282)+15d2+15d2=24.14 m箍筋长度: 8箍筋长度=(0.25-0.032+d)2+(0.5-0.032+d)2+11.9d2=1.482 m加密区 1.50.5=0.75 m 0.75/0.1=8根 86=48根非加密区（12-0.282-0.756）/0.2+1=36根l=(36+48)1.482=124.45 m拉筋长度:梁宽250350，拉筋直径取0.006m拉筋长度=(0.25-0.032)+0.15+1.90.0062+0.012+0.006=0.3848 ml总=（12-0.282）/0.4+10.3848=11.06 m钢筋汇总:

41、 20: 27.20.00617202=67.13 kg18: 32.820.00617182=65.61 kg 16: 13.320.00617162=21.04 kg 14: 24.140.00617142=29.19 kg8: 124.450.0061782=49.14 kg6: 11.060.0061762=2.46 kg七、kl7(3) 1根上部通长筋直径d=0.016m 锚固长=0.4-0.03+150.016=0.61m lae=34d=340.016=0.544m0.61m,锚固长取0.61m lle=41d 上、下部通长筋: 516: (12-0.282)+0.612+410

42、.0165=66.58 m构造筋计算(锚固及搭接长度均为15 d)g214: (12-0.282)+15d2+15d2=24.14 m箍筋长度: 8箍筋长度=(0.25-0.032+d)2+(0.5-0.032+d)2+11.9d2=1.482 mab轴与cd轴:加密区 1.50.5=0.75 m 0.75/0.1=8根 82=16根非加密区（4.8-0.48-0.752）/0.2+1=15根n=(16+15)2=62根bc轴: n=（2.4-0.4）/0.1+1=21根l=(62+21)1.482=123.00 m拉筋长度:梁宽2500.59m,锚固长取0.612m lle=41d 上部通长

43、筋: 218: (48-0.232)+0.6122+410.01852=104.83 m 轴支座负筋: 120: (6-0.23-0.175)/3+340.02=2.55 m轴支座负筋: 116: (6-0.23-0.175)/3+0.35-0.03+15d=2.43 m轴中支座负筋: 1420: (6-0.35)/32+0.3514=57.63 m下部通长筋筋: 锚固长=34d222: (48-0.232)+340.0222+410.02252=106.93 m120: (48-0.232)+340.0202+410.0205=52.9 m构造筋计算(锚固及搭接长度均为15d)g214: (48-0.232)+15d2+15d52=98.24 m箍筋长度: 8箍筋长度=(0.25-0.032+d)2+(0.5-0.032+d)2+11.9d2=1.482 m加密区 1.50.5=0.75 m 0.75/0.1=8根 816=128根非加密区（48-0.232-0.7516）/0.2+1=179根l=(128+179)1.482=454.97 m拉筋长度:梁宽2500.62m,锚固长取0.68m lle=41d 上部通长筋: 220: (48-0.232)+0.682+410.0252=107.64 m 与轴支座负筋第一排