混凝土结构双向板配筋简易计算

1、钢钢筋筋混混凝凝土土结结构构双双向向板板配配筋筋简简易易计计算算一一、板板的的荷荷载载计计算算1.1.恒恒载载 大理石装饰面3 3厚30 0.003 = 0.090kN/ 水泥砂浆抹面2020厚200.02= 0.400kN/ 钢筋混凝土板150150厚250.15= 3.750kN/板底抹水泥石灰砂浆1515厚17 0.015 = 0.255kN/gk = 4.495kN/2.2.活活载载标准值qk =2 2kN/可变荷载效应起控制作用G =1.2Q =1.3设计值 g =Ggk =1.2 4.50=5.39kN/设计值 q =Qqk =1.3 2.00=2.60kN/荷载设计值p=g+q

2、=5.39+2.60=7.997.99kN/p=g+q/2 =5.39+1.3=6.696.69kN/p=q/2 =1.31.3 kN/3.3. 板板的的内内力力计计算算及及配配筋筋min =0.45ft/fy =0.451.27/ 300= 0.19%Asmin =minbh=0.19% 1000 140= 266.70mm2C C 2525C?(20,25,30,35,40,45,50,55)混凝土等级HRBHRB335335HRB(235,335,400)纵筋强度等级3.3. 1 1 板板无无嵌嵌固固 lx=3 3m板厚75mm 板厚取8080mmly=3 3mlx/ly =1.00单位

3、板宽弯矩（KNm/m）Mx =系数(1)plx2+系数(1)plx2 =0.04291.30+0.042933 6.69) 3.0002 =3.09kN.mMy =系数(1)plx2+系数(1)plx2 =(0.04291.30+0.042933 6.69) 3.0002=3.09kN.m双向板截面尺寸b b10001000(mm)板宽度 bh h8080(mm)板厚度 hc ca a1515(mm)混凝土保护层厚度 cah0h065(mm)板有效高度 h0=h-ca双向板X X轴配筋计算MxMx = = 3.09kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.054

4、0.054满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =163.8163.8(mm2)设计要求钢筋截面fyAsAs 251.5251.5(mm2)选配钢筋截面满满足足要要求求8 200 布选配 1 1 = = 5 5 8 8(mm)钢筋隔距 8200mm选配 2 2 = = 0 0 0 0(mm)钢筋隔距 0200mm双向板Y Y轴配筋计算MyMy = = 3.09kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.05

5、40.054满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =163.8163.8(mm2)设计要求钢筋截面fyAsAs 251.5251.5(mm2)选配钢筋截面满满足足要要求求8 200 布选配 1 1 = = 5 5 8 8(mm)钢筋隔距 8200mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8200mm3.3. 2 2 板板lyly一一边边嵌嵌固固 计算跨度：lx=5.55.5m板厚137.5mm 板厚取140140mmmm

6、ly=6.96.9mlx/ly =0.80单位板宽弯矩（KNm/m）Mx =系数(2)plx2+系数(1)plx2 =0.06171.30+0.045917 6.69) 5.5002 =11.72kN.mMy =系数(2)plx2+系数(1)plx2 =(0.04281.30+0.025833 6.69) 5.5002=6.91kN.mM支 =系数(2)plx2 = -0.1007 7.9905.502=-24kN.m双向板截面尺寸b b10001000(mm)板宽度 bh h140140(mm)板厚度 hc ca a1515(mm)混凝土保护层厚度 cah0h0125(mm)板有效高度 h0

7、=h-ca双向板X X轴配筋计算MxMx = = 11.72kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0150.015满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =84.484.4(mm2)设计要求钢筋截面fyAsAs 392.5392.5(mm2)选配钢筋截面满满足足要要求求10 200 布选配 1 1 = = 5 5 1010(mm)钢筋隔距 10200mm选配 2 2 = = 0 0 1010(mm)钢筋

8、隔距 10200mm双向板Y Y轴配筋计算MyMy = = 6.91kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0330.033满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =96.596.5(mm2)设计要求钢筋截面fyAsAs 251.5251.5(mm2)选配钢筋截面满满足足要要求求8 200 布选配 1 1 = = 5 5 8 8(mm)钢筋隔距 8200mm选配 2 2 = = 0 0 8 8(mm)钢筋

9、隔距 8200mm支座配筋计算MxMx支支 = = 24.34kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.1150.115满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =356.9356.9(mm2)设计要求钢筋截面fyAsAs 392.5392.5(mm2)选配钢筋截面满满足足要要求求10 200 布选配 1 1 = = 5 5 1010(mm)钢筋隔距 10200mm选配 2 2 = = 0 0 1010(mm

10、)钢筋隔距 10200mm3.3. 3 3 板板lyly二二边边嵌嵌固固 计算跨度：lx=5.55.5m板厚137.5mm 板厚取140140mmly=6.96.9mlx/ly =0.80单位板宽弯矩（KNm/m）Mx =系数(3)plx2+系数(1)plx2 =0.06171.30+0.036817 6.69) 5.5002 =9.88kN.mMy =系数(3)plx2+系数(1)plx2 =(0.04281.30+ 0.01615 6.69) 5.5002=4.95kN.mM支 =系数(3)plx2 = -0.0782 7.9905.502=-19kN.m双向板截面尺寸b b1000100

11、0(mm)板宽度 bh h140140(mm)板厚度 hc ca a1515(mm)混凝土保护层厚度 cah0h0125(mm)板有效高度 h0=h-ca双向板X X轴配筋计算MxMx = = 9.88kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0470.047满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =270.0270.0(mm2)设计要求钢筋截面fyAsAs 251.5251.5(mm2)选配钢筋截面不不满

12、满足足要要求求8 200 布选配 1 1 = = 5 5 8 8(mm)钢筋隔距 8200mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8200mm双向板Y Y轴配筋计算MyMy = = 4.95kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0230.023满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =129.4129.4(mm2)设计要求钢筋截面fyAsAs 251.5251.5(mm2)选配钢筋截面

13、满满足足要要求求8 200 布选配 1 1 = = 5 5 8 8(mm)钢筋隔距 8200mm选配 2 2 = = 0 0 0 0(mm)钢筋隔距 0200mm支座配筋计算MxMx支支 = = 18.90kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0900.090满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =528.8528.8(mm2)设计要求钢筋截面fyAsAs 471471(mm2)选配钢筋截面不不满满足

14、足要要求求10 167 布选配 1 1 = = 6 6 1010(mm)钢筋隔距 10167mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8167mm3.3. 4 4 板板lxlylxly四四边边嵌嵌固固 计算跨度：lx=5.55.5m板厚137.5mm 板厚取140140mmly=6.96.9mlx/ly =0.80单位板宽弯矩（KNm/m）Mx =系数(4)plx2+系数(1)plx2 =0.06171.30+0.0295 6.69) 5.5002 =8.40kN.mMy =系数(4)plx2+系数(1)plx2 =(0.04281.30+0.018917 6.69) 5.50

15、025.51kN.mMx支 =系数(4)plx2 = -0.0664 7.9905.502=-16kN.mMy支 =系数(4)plx2 = -0.0559 7.9906.902=-21kN.m双向板截面尺寸b b10001000(mm)板宽度 bh h140140(mm)板厚度 hc ca a1515(mm)混凝土保护层厚度 cah0h0125(mm)板有效高度 h0=h-ca双向板X X轴配筋计算MxMx = = 8.40kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0400.040满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满

16、满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =230.6230.6(mm2)设计要求钢筋截面fyAsAs 251.5251.5(mm2)选配钢筋截面满满足足要要求求8 200 布选配 1 1 = = 5 5 8 8(mm)钢筋隔距 8200mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8200mm双向板Y Y轴配筋计算MyMy = = 5.51kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0260.026满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不

17、满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =146.3146.3(mm2)设计要求钢筋截面fyAsAs 251.5251.5(mm2)选配钢筋截面满满足足要要求求8 200 布选配 1 1 = = 5 5 8 8(mm)钢筋隔距 8200mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8200mmX向支座配筋计算MxMx支支 = = 16.05kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0760.076满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不

18、不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =444.4444.4(mm2)设计要求钢筋截面fyAsAs 471471(mm2)选配钢筋截面满满足足要要求求10 167 布选配 1 1 = = 6 6 1010(mm)钢筋隔距 10167mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8167mmY向支座配筋计算MyMy支支 = = 21.26kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.1010.101满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不

19、不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =601.9601.9(mm2)设计要求钢筋截面fyAsAs 565.5565.5(mm2)选配钢筋截面不不满满足足要要求求12 200 布选配 1 1 = = 5 5 1212(mm)钢筋隔距 12200mm选配 2 2 = = 0 0 1010(mm)钢筋隔距 10200mm3.3. 5 5 板板lxlylxly二二边边嵌嵌固固 计算跨度：lx=5.55.5m板厚137.5mm 板厚取140140mmly=6.96.9mlx/ly =0.80单位板宽弯矩（KNm/m）Mx

20、 =系数(5)plx2+系数(1)plx2 =0.06171.30+ 0.0390 6.69) 5.5002 5.52 =10.32kN.mMy =系数(5)plx2+系数(1)plx2 =(0.04281.30+0.026333 6.69) 5.5002 5.527.01kN.mMx支 =系数(4)plx2 = -0.0883 7.9905.502=-21kN.ms= =0.0260.026满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！My支 =系数(4)plx2 = -0.0

21、748 7.9905.502=-18kN.m双向板截面尺寸b b10001000(mm)板宽度 bh h140140(mm)板厚度 hc ca a1515(mm)混凝土保护层厚度 cah0h0125(mm)板有效高度 h0=h-ca双向板X X轴配筋计算MxMx = = 10.32kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0490.049满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =281.3281.3(mm2

22、)设计要求钢筋截面fyAsAs 301.8301.8(mm2)选配钢筋截面满满足足要要求求8 167 布选配 1 1 = = 6 6 8 8(mm)钢筋隔距 8167mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8167mm双向板Y Y轴配筋计算MyMy = = 7.01kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0330.033满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =185.6185.6(mm

23、2)设计要求钢筋截面fyAsAs 251.5251.5(mm2)选配钢筋截面满满足足要要求求8 200 布选配 1 1 = = 5 5 8 8(mm)钢筋隔距 8200mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8200mmX向支座配筋计算MxMx支支 = = 21.34kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.1010.101满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =601.9601.9(m

24、m2)设计要求钢筋截面fyAsAs 678.6678.6(mm2)选配钢筋截面满满足足要要求求12 167 布选配 1 1 = = 6 6 1212(mm)钢筋隔距 12167mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8167mmY向支座配筋计算MyMy支支 = = 18.08kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=M= =0.0860.086满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =506.3506

25、.3(mm2)设计要求钢筋截面fyAsAs 471471(mm2)选配钢筋截面不不满满足足要要求求10 167 布选配 1 1 = = 6 6 1010(mm)钢筋隔距 10167mm选配 2 2 = = 0 0 1010(mm)钢筋隔距 10167mm3.3. 6 6 板板lxlx一一边边lyly二二边边三三边边嵌嵌固固 计算跨度：lx=5.55.5m板厚137.5mm 板厚取140140mmly=6.96.9mlx/ly =0.80单位板宽弯矩（KNm/m）Mx =系数(6)plx2+系数(1)plx2 =0.06171.30+ 0.0331 6.69) 5.5002 =9.12kN.mM

26、y =系数(6)plx2+系数(1)plx2 =(0.04281.30+0.017567 6.69) 5.50025.24kN.mMx支 =系数(4)plx2 = -0.0722 7.9905.502=-17kN.mMy支 =系数(4)plx2 = -0.0570 7.9905.502=-14kN.m双向板截面尺寸b b10001000(mm)板宽度 bh h140140(mm)板厚度 hc ca a1515(mm)混凝土保护层厚度 cah0h0125(mm)板有效高度 h0=h-ca双向板X X轴配筋计算MxMx = = 9.12kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s=

27、M= =0.0430.043满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =247.5247.5(mm2)设计要求钢筋截面fyAsAs 251.5251.5(mm2)选配钢筋截面满满足足要要求求8 200 布选配 1 1 = = 5 5 8 8(mm)钢筋隔距 8200mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8200mm双向板Y Y轴配筋计算MyMy = = 5.24kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算s

28、=M= =0.0250.025满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =140.6140.6(mm2)设计要求钢筋截面fyAsAs 251.5251.5(mm2)选配钢筋截面满满足足要要求求8 200 布选配 1 1 = = 5 5 8 8(mm)钢筋隔距 8200mm选配 2 2 = = 0 0 0 0(mm)钢筋隔距 0200mmX向支座配筋计算MxMx支支 = = 17.45kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值计算

29、s=M= =0.0830.083满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =489.4489.4(mm2)设计要求钢筋截面fyAsAs 471471(mm2)选配钢筋截面不不满满足足要要求求10 167 布选配 1 1 = = 6 6 1010(mm)钢筋隔距 10167mm选配 2 2 = = 0 0 8 8(mm)钢筋隔距 8167mmY向支座配筋计算MyMy支支 = = 13.78kN.m荷载作用下的弯矩值，简支取支座反力或跨中最大值

30、计算s=M= =0.0650.065满满足足结结构构安安全全要要求求若若截截面面抵抵抗抗矩矩系系数数s0.426不不满满足足结结构构安安全全要要求求,需需要要再再进进行行纵纵筋筋、截截面面计计算算！fcmbh02AS=fcmbh0= =376.9376.9(mm2)设计要求钢筋截面fyAsAs 392.5392.5(mm2)选配钢筋截面满满足足要要求求10 200 布选配 1 1 = = 5 5 1010(mm)钢筋隔距 10200mm选配 2 2 = = 0 0 1010(mm)钢筋隔距 10200mm钢钢筋筋强强度度标标准准值值和和强强度度设设计计值值（N/mm2)N/mm2)序钢 筋 种

31、 类号1热轧钢筋级（3号钢A3，AY3）2级:20锰硅（20MnSi）d25320锰铌半（20MnNb）d=28404级:25锰硅（25MnSi）5级:40硅2锰钒（40Si2MnV）45硅锰钒（45Si2MnV）45硅2锰钛（45Si2MnTi）6冷拉钢筋级(d12)7级d258d=28409级10级11热处理钢筋40硅2锰（40Si2Mn）（d=6.0)48硅2锰（48Si2Mn）（d=8.2)45硅2铬（45Si2Cr）（d=10.0)钢钢筋筋混混凝凝土土矩矩形形截截面面受受弯弯构构件件正正截截面面受受弯弯承承载载力力计计算算系系数数表表sssss0.0100.0100.9950.010

32、0.0000.0000.010.9950.0100.0110.9950.0110.0000.0000.020.9900.0200.0120.9940.0120.0000.0000.030.9850.0300.0130.9940.0130.0000.0000.040.9800.0390.0140.9930.0140.0000.0000.050.9750.0490.0150.9930.0150.0000.0000.060.9700.0580.0160.9920.0160.0000.0000.070.9650.0680.0170.9920.0170.0000.0000.080.9600.0770.0

33、180.9910.0180.0000.0000.090.9550.0860.0190.9910.0190.0000.0000.100.9500.0950.0200.0200.9900.0200.0000.0000.110.9450.1040.0210.9900.0210.0000.0000.120.9400.1130.0220.9890.0220.0000.0000.130.9350.1220.0230.9890.0230.0000.0000.140.9300.1300.0240.9880.0240.0000.0000.150.9250.1390.0250.9880.0250.0250.025

34、0.160.9200.1470.0260.9870.0260.0000.0000.170.9150.1560.0270.9870.0270.0000.0000.180.9100.1640.0280.9860.0280.0000.0000.190.9050.1720.0290.9860.0290.0000.0000.200.9000.1800.0300.0300.9850.0300.0000.0000.210.8950.1880.0310.9840.0310.0000.0000.220.8900.1960.0320.9840.0320.0000.0000.230.8850.2040.0330.9

35、830.0330.0000.0000.240.8800.2110.0340.9830.0340.0000.0000.250.8750.2190.0360.9820.0350.0000.0000.260.8700.2260.0370.9820.0360.0000.0000.270.8650.2340.0380.9810.0370.0000.0000.280.8600.2410.0390.9810.0380.0000.0000.290.8550.2480.0400.0400.9800.0390.0000.0000.300.8500.2550.0410.9800.0400.0000.0000.310

36、.8450.2620.0420.9790.0410.0000.0000.320.8400.2690.0430.9790.0420.0000.0000.330.8350.2760.0440.9780.0430.0000.0000.340.8300.2820.0450.9780.0440.0000.0000.350.8250.2890.0460.9770.0450.0000.0000.360.8200.2950.0470.9770.0460.0000.0000.370.8150.3020.0480.9760.0470.0000.0000.380.8100.3080.0490.9760.0480.0

37、000.0000.390.8050.3140.0500.0500.9750.0490.0000.0000.400.8000.3200.0510.9740.0500.0000.0000.410.7950.3260.0520.9740.0510.0000.0000.420.7900.3320.0530.9730.0520.0000.0000.430.7850.3380.0540.9730.0530.0000.0000.440.7800.3430.0560.9720.0540.0000.0000.450.7750.3490.0570.9720.0550.0000.0000.4550.7720.351

38、0.0580.9710.0560.0000.0000.460.7700.3540.0590.9710.0570.0000.0000.470.7650.3600.0600.0600.9700.0580.0000.0000.480.7600.3650.0610.9700.0590.0000.0000.490.7550.3700.0620.9690.0600.0000.0000.500.7500.3750.0630.9690.0610.0000.0000.510.7450.3800.0640.9680.0620.0000.0000.520.7400.3850.0650.9680.0630.0000.

39、0000.5280.7360.3890.0660.9670.0640.0000.0000.530.7350.3900.0670.9670.0650.0000.0000.540.7300.3940.0680.9660.0660.0000.0000.5440.7280.3960.0690.9660.0670.0000.0000.550.7250.3990.0700.0700.9650.0680.0000.0000.5560.7220.4010.0710.9640.0690.0000.0000.560.7200.4030.0720.9640.0700.0000.0000.570.7150.4080.

40、0730.9630.0710.0000.0000.580.7100.4120.0740.9630.0720.0000.0000.590.7050.4160.0760.9620.0730.0000.0000.600.7000.4200.0770.9620.0740.0000.0000.610.6950.4240.0780.9610.0750.0000.0000.6140.6930.4260.0790.9610.0760.0000.0000.0800.0800.9600.0770.0000.0000.0810.9590.0780.0000.0000.0820.9590.0790.0000.0000

41、.0830.9580.0800.0000.0000.0840.9580.0810.0000.0000.0860.9570.0820.0000.0000.0870.9570.0830.0000.0000.0880.9560.0840.0000.0000.0890.9560.0850.0000.0000.0900.0900.9550.0860.0000.0000.0910.9540.0870.0000.0000.0920.9540.0880.0000.0000.0930.9530.0890.0000.0000.0940.9530.0900.0000.0000.0960.9520.0910.0000

42、.0000.0970.9520.0920.0000.0000.0980.9510.0930.0000.0000.0990.9510.0940.0000.0000.1000.1000.9500.0950.0000.0000.1010.9490.0960.0000.0000.1020.9490.0970.0000.0000.1030.9480.0980.0000.0000.1040.9480.0990.0000.0000.1060.9470.1000.0000.0000.1070.9470.1010.0000.0000.1080.9460.1020.0000.0000.1090.9460.1030

43、.0000.0000.1100.1100.9450.1040.0000.0000.1110.9440.1050.0000.0000.1120.9440.1060.0000.0000.1130.9430.1070.0000.0000.1140.9430.1080.0000.0000.1160.9420.1090.0000.0000.1170.9420.1100.0000.0000.1180.9410.1110.0000.0000.1190.9410.1120.0000.0000.1200.1200.9400.1130.0000.0000.1210.9390.1140.0000.0000.1220

44、.9390.1150.0000.0000.1230.9380.1160.0000.0000.1240.9380.1170.0000.0000.1260.9370.1180.0000.0000.1270.9370.1190.0000.0000.1280.9360.1200.0000.0000.1290.9360.1210.0000.0000.1300.1300.9350.1220.0000.0000.1310.9340.1230.0000.0000.1330.9340.1240.0000.0000.1340.9330.1250.0000.0000.1350.9330.1260.0000.0000

45、.1360.9320.1270.0000.0000.1380.9310.1280.0000.0000.1390.9310.1290.0000.0000.1400.1400.9300.1300.0000.0000.1410.9290.1310.0000.0000.1420.9290.1320.0000.0000.1430.9280.1330.0000.0000.1440.9280.1340.0000.0000.1460.9270.1350.0000.0000.1470.9270.1360.0000.0000.1480.9260.1370.0000.0000.1490.9260.1380.0000

46、.0000.1500.1500.9250.1390.0000.0000.1510.9240.1400.0000.0000.1530.9240.1410.0000.0000.1540.9230.1420.0000.0000.1550.9230.1430.0000.0000.1560.9220.1440.0000.0000.1580.9210.1450.0000.0000.1590.9210.1460.0000.0000.1600.1600.9200.1470.0000.0000.1610.9190.1480.0000.0000.1620.9190.1490.0000.0000.1630.9180

47、.1500.0000.0000.1640.9180.1510.0000.0000.1660.9170.1520.0000.0000.1670.9170.1530.0000.0000.1680.9160.1540.0000.0000.1690.9160.1550.0000.0000.1700.1700.9150.1560.0000.0000.1710.9140.1570.0000.0000.1730.9140.1580.0000.0000.1740.9130.1590.0000.0000.1750.9130.1600.0000.0000.1760.9120.1610.0000.0000.1780

48、.9110.1620.0000.0000.1790.9110.1630.0000.0000.1800.1800.9100.1640.0000.0000.1810.9090.1650.0000.0000.1830.9090.1660.0000.0000.1840.9080.1670.0000.0000.1850.9080.1680.0000.0000.1860.9070.1690.0000.0000.1880.9060.1700.0000.0000.1890.9060.1710.0000.0000.1900.1900.9050.1720.0000.0000.1910.9040.1730.0000

49、.0000.1930.9040.1740.0000.0000.1940.9030.1750.0000.0000.1950.9030.1760.0000.0000.1960.9020.1770.0000.0000.1980.9010.1780.0000.0000.1990.9010.1790.0000.0000.2000.2000.9000.1800.0000.0000.2010.8990.1810.0000.0000.2030.8990.1820.0000.0000.2040.8980.1830.0000.0000.2050.8980.1840.0000.0000.2060.8970.1850

50、.0000.0000.2080.8960.1860.0000.0000.2090.8960.1870.0000.0000.2100.2100.8950.1880.0000.0000.2110.8940.1890.0000.0000.2130.8940.1900.0000.0000.2140.8930.1910.0000.0000.2150.8930.1920.0000.0000.2160.8920.1930.0000.0000.2180.8910.1940.0000.0000.2190.8910.1950.0000.0000.2200.2200.8900.1960.0000.0000.2210

51、.8890.1970.0000.0000.2230.8890.1980.0000.0000.2240.8880.1990.0000.0000.2250.8880.2000.0000.0000.2260.8870.2010.0000.0000.2280.8860.2020.0000.0000.2290.8860.2030.0000.0000.2300.2300.8850.2040.0000.0000.2310.8840.2050.0000.0000.2330.8840.2060.0000.0000.2340.8830.2070.0000.0000.2360.8820.2080.0000.0000

52、.2370.8810.2090.0000.0000.2390.8810.2100.0000.0000.2400.2400.8800.2110.0000.0000.2410.8790.2120.0000.0000.2430.8790.2130.0000.0000.2440.8780.2140.0000.0000.2450.8780.2150.0000.0000.2460.8770.2160.0000.0000.2480.8760.2170.0000.0000.2490.8760.2180.0000.0000.2500.2500.8750.2190.0000.0000.2510.8740.2200

53、.0000.0000.2530.8740.2210.0000.0000.2540.8730.2220.0000.0000.2560.8720.2230.0000.0000.2570.8710.2240.0000.0000.2590.8710.2250.0000.0000.2600.2600.8700.2260.0000.0000.2610.8690.2270.0000.0000.2630.8690.2280.0000.0000.2640.8680.2290.0000.0000.2650.8680.2300.0000.0000.2660.8670.2310.0000.0000.2680.8660

54、.2320.0000.0000.2690.8660.2330.0000.0000.2700.2700.8650.2340.0000.0000.2710.8640.2350.0000.0000.2730.8640.2360.0000.0000.2740.8630.2370.0000.0000.2760.8620.2380.0000.0000.2770.8610.2390.0000.0000.2790.8610.2400.0000.0000.2800.2800.8600.2410.0000.0000.2810.8590.2420.0000.0000.2830.8590.2430.0000.0000

55、.2840.8580.2440.0000.0000.2860.8570.2450.0000.0000.2870.8560.2460.0000.0000.2890.8560.2470.0000.0000.2900.2900.8550.2480.0000.0000.2910.8540.2490.0000.0000.2930.8540.2500.0000.0000.2940.8530.2510.0000.0000.2960.8520.2520.0000.0000.2970.8510.2530.0000.0000.2990.8510.2540.0000.0000.3000.3000.8500.2550

56、.0000.0000.3010.8490.2560.0000.0000.3030.8490.2570.0000.0000.3040.8480.2580.0000.0000.3060.8470.2590.0000.0000.3070.8460.2600.0000.0000.3090.8460.2610.0000.0000.3100.3100.8450.2620.0000.0000.3110.8440.2630.0000.0000.3130.8440.2640.0000.0000.3140.8430.2650.0000.0000.3160.8420.2660.0000.0000.3170.8410

57、.2670.0000.0000.3190.8410.2680.0000.0000.3200.3200.8400.2690.0000.0000.3210.8390.2700.0000.0000.3230.8390.2710.0000.0000.3240.8380.2720.0000.0000.3260.8370.2730.0000.0000.3270.8360.2740.0000.0000.3290.8360.2750.0000.0000.3300.3300.8350.2760.0000.0000.3320.8340.2770.0000.0000.3330.8330.2780.0000.0000

58、.3350.8330.2790.0000.0000.3370.8320.2800.0000.0000.3380.8310.2810.0000.0000.3400.3400.8300.2820.0000.0000.3410.8290.2830.0000.0000.3430.8290.2840.0000.0000.3440.8280.2850.0000.0000.3460.8270.2860.0000.0000.3470.8260.2870.0000.0000.3490.8260.2880.0000.0000.3500.3500.8250.2890.0000.0000.3520.8240.2900

59、.0000.0000.3530.8230.2910.0000.0000.3550.8230.2920.0000.0000.3570.8220.2930.0000.0000.3580.8210.2940.0000.0000.3600.3600.8200.2950.0000.0000.3610.8190.2960.0000.0000.3630.8190.2970.0000.0000.3640.8180.2980.0000.0000.3660.8170.2990.0000.0000.3670.8160.3000.0000.0000.3690.8160.3010.0000.0000.3700.3700

60、.8150.3020.0000.0000.3720.8140.3030.0000.0000.3730.8130.3040.0000.0000.3750.8130.3050.0000.0000.3770.8120.3060.0000.0000.3780.8110.3070.0000.0000.3800.3800.8100.3080.0000.0000.3820.8090.3090.0000.0000.3830.8080.3100.0000.0000.3850.8080.3110.0000.0000.3870.8070.3120.0000.0000.3880.8060.3130.0000.0000