建筑工程预算书893347363.doc

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1、 （一）土方工程S建筑=（48+0.24）（12+0.24）2=1180.92 m2L外中-中=（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=120.36 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=12

2、8.04 m1)平整场地: A-1 (48.24+4)(12.24+4)=848.38 m22)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）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

3、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=24.16 m3合计=266.93 m33)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.

4、32=1.2 m S=BH=1.21.05=1.26 m21、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 2、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)+(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

5、程量=SL=1.26159.14=200.52 m34)基础以下埋地占的体积: A1-181J1=2.82.40.3+1.81.40.25+3.02.60.15=17.13 m3J2=2.22.00.25+1.21.20.25+2.42.20.16=11.93 m3J3=1.81.60.25+1.00.90.25+2.01.80.19=11.75 m3J4=1.51.50.25+0.90.90.20+1.71.70.16=6.08 m3J5=2.21.80.25+1.41.10.25+2.42.00.12=3.71 m3J6=2.72.20.25+1.71.40.25+2.92.40.12=5

6、.55 m3V=17.13+11.93+11.75+6.08+3.71+5.55=56.06 m3KZ1=0.350.40.78+0.350.40.755=1.309 m3KZ2=0.40.40.655=0.52 m3KZ3=0.350.4+0.78=0.784 m3KZ4=0.40.450.74=0.504 m3V =1.309+0.52+0.784+0.504=3.117 m3条基所占: (0.370.12+0.240.57+0.60.2)159.14+(0.250.24)(120+120.36-9.24)=61.81 m3所以基础回填体积=467-56.06-3.117-61.81=34

7、6.01房心回填: (48.2412.24)-(120.36+120)0.240.15=79.92 m3总回填土体积=346.01+79.92=425.93 m3土方外运体积=467-425.93=41.07 m3（二）砌筑工程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=(4

8、8+12)2=120 m 外墙框架柱占的长度为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 m32、砖基础体积: V=(0.370.12+0.240.57)159.14=28.84 m3（三）混凝土工程1） C15独立基础垫层混凝土工程量：A4-13

9、J1=(2.8+0.12)(2.4+0.12)0.15=3.9 m3J2=(2.2+0.12)(2+0.12)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 =3.9+3.168+3.24+1.73+0.96+0.1392=14.3 m3C15条形基础垫层混凝土工程量：A4-13 (0.60.2)159.14=19.10 m3V总=1

10、4.3+19.1=33.4 m32）C25混凝土独立基础混凝土：A4-18J1=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+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：A4-29K

11、Z1=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=9.30 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）

12、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=56.28+59.05=115.33 m3二、与二楼楼板相连的的梁1、有梁板: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

13、)(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): (12-0.282)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

14、-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): (24-0.175-0.354-0.175)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-

15、0.1)=1.00 mV=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+5.17+1.00=50.64 m3三、与屋面楼板相连的的梁:在二楼KL的基础上+(C轴D轴)WKL+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

16、-0.282)0.450.25=0.474 m3 KL2(1): 0.250.3(3-0.23-0.175)2=0.39 m3V总=4.74+0.39=0.864 m37）地圈梁混凝土: V=(0.250.24)(120+120.36-9.24)=13.87 m38）过梁混凝土工程量:A4-36 PL2=0.250.352.64=0.23 m3 PL3=0.250.456.24=0.70 m3V总=0.23+0.70=0.93 m39）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

17、 m210）楼梯混凝土工程量:A-36 S=(3-0.24)(4.8-0.24)2=25.17 m2（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）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

18、+1.4）20.252=8.00 m2S =23.6+19.8+23.85+13.32+6.50+8.00=95.07 m22）基础垫层模板工程量:J1=(3.0+2.6)2 0.15=3.9 m2J2=(2.4+2.2)20.16=5.52 m2J3=(2.0+1.8)20.19=6.84 m2J4=(1.7+1.7)20.16=4.08 m2J5=(2.4+2.0)20.12=1.76 m2J6=(2.9+2.4)20.12=2.12 m2V =3.9+5.52+6.84+4.08+1.76+2.12=24.22 m2条基: (159.14+0.6)20.2=63.94 m2S =24.2

19、2+63.94=88.16 m23)框架柱模板工程量:KZ1=(0.35+0.4)2（7.8+0.7-0.2）8+ (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 m2S =162.23+55.6+99.6+63.08=380.51 m24）构造柱模板: GZ1=(0.25+0.25)1.222=13.2 m2GZ2=(0.25+0.25)(7.8+0.

20、06-0.35)=3.76 m2 S=13.2+3.76=16.96 m25）地圈梁模板: V=0.25(120+120.36-9.24)2=115.56 m26）单梁模板:C轴-D轴 KL1 V=(4.8-0.282)(0.452+0.25)=4.88 m2 KL2(1): (0.32+0.25)(3-0.23-0.175)2=4.41 m27）雨篷的面积:YP1=61.0+(12+6)0.08=6.64 m2 YP2=2.41.2+(1.22+2.4)0.092=6.62 m2YP3=61.2+(1.22+6)0.08=7.87 m2 V总=6.64+6.62+7.87=21.13 m28

21、）有梁板模板工程量:楼板的净空面积+梁的侧面面积+楼板围边模板一、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)(0.3-0.1)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

22、-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+(6-0.125-0.33)(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

23、-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): (12-0.125-0.25-0.125)(0.45-0.1)2=8.05 m2混凝土围边模板:(48.242+12.242)0.1=12.10二楼模板总量562.8+12.1+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=856.14 m2二、屋面模板总量:在二楼

24、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=856.14+（4.8-0.282）（0.45-0.1）2+（7.2-0.12-0.28）（0.35-0.1）22-8.05=858.90 m2二楼及屋面有梁板模板总量和: 856.14+858.92=1715.06 m2（五）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=390.76kg

25、J2 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）（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

26、: 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)0.9（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=138.53kg20以内: 390.76+321.81+245.29+166.45+97.82+138.53=1360

27、.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侧中部筋: 216 (7.8+1.2-0.032+10d+12d）213=241.60 m h侧中部筋: 216 (7.8+1.2-0.032+10d+12d）213=241.60 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=

28、（4.4/3+4.4/6+0.5+3.1/6+3.1/6+0.5-0.03）=4.20 m非加密区长度=（7.8+0.7）-4.20=4.30 m箍筋个数:n=4.2/0.1+4.3/0.2+3=67根 此框架柱13根N=6513=845根箍筋总长:L=2.59845=2188.55 m钢筋重量汇总: 18G: 485.470.00617182=970.49 kg16G: 241.6020.00617162=763.22 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.

29、6 m b侧中部筋: 218 （7.8+1.2-0.032+10d+12d）25=93.36 m h侧中部筋: 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)/24+1.9d2+10d2= 2.76 m加密区长度=（4.4/3+4.4/6+0.5+3.1/6+3.1/6+0.5-0.03）=4.20 m非加密区长度=（7.8+0.7）-4.20=4.30 m箍筋个数:n=4.2/0.1+4.3/0.2+3=65根 此框架柱5根N=655=325根箍筋总长

30、:L=2.76325=897 m钢筋重量汇总: 20G: 187.60.00617202=463.00 kg18G: 93.3620.00617182=373.27 kg 8G: 8970.0061782=354.20 kg3、KZ3: 350400 8根 角筋: 420 （7.8+1.2-0.032+10d+12d）48=300.16 m b侧中部筋: 220 （7.8+1.2-0.032+10d+12d）28=150.08 m h侧中部筋: 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-

31、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+3.1/6+3.1/6+0.5-0.03）=4.20 m非加密区长度=（7.8+0.7）-4.20=4.30 m箍筋个数:n=4.2/0.1+4.3/0.2+3=65根 此框架柱8根N=658=520根箍筋总长:L=2.59520=1346.8 m钢筋重量汇总: 20G: (300.16+150.08)0.00617202=670.56 kg18G: 149.380.00617182=298.62

32、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侧中部筋: 222 （7.8+1.2-0.032+10d+12d）24=75.39 m h侧中部筋: 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=（

33、4.4/3+4.4/6+0.5+3.1/6+3.1/6+0.5-0.03）=4.20 m非加密区长度=（7.8+0.7）-4.37=4.13 m箍筋个数:n=4.2/0.1+4.3/0.2+3=65根 此框架柱4根N=654=260根箍筋总长:L=2.79263=725.4 m钢筋重量汇总: 22G: (150.78+75.39)0.00617222=675.40 kg18G: 74.690.00617182=149.31 kg 8G: 725.40.0061782=286.45 kg3）二楼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=41

34、d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: (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

35、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+150.016）23=16.38m箍筋长度: 10L=(0.25-0.032+d)2+(0.55-0.032+d)2+11.9d2=1.638 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)1.638=127.76 m拉筋长度:梁宽250

36、350，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: 35.520.00617222=100.1 kg 20: 32.560.00617202=80.36 kg 16: 16.380.00617162=19.80 kg 10: 127.760.00617102=78.82 kg 6: 11.060.0061762=2.46 kg二、KL2(1) 250300 2根上部通长筋直径d=0.0

37、12m 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: (3-0.23-0.175)+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:

38、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: (7.2-0.4)/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)+340.0252

39、6=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: (12-0.282)+（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+(0.45-0.0

40、32+d)2+11.9d2=1.38 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)1.38=41.4 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=（7.2-0.4）/0.2+1+（4.8-0.282）/0.4+10.3848=13.65 m待续钢筋汇总: 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: 41.40.00617825=81.74 kg6: 13.650.006176